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Permit M07-274 - CALIFORNIA PIZZA KITCHEN
CALIFORNIA PIZZA KITCHEN 150 ANDOVER PK W M07 -274 Parcel No.: Address: Suite No: doc: IMC -10/06 Tenant: Name: Address: Owner: Name: Address: Contact Person: Name: Address: 0223100010 150 ANDOVER PK W TUKW Value of Mechanical: $32,240.00 Type of Fire Protection: Cityaf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us CALIFORNIA PIZZA KITCHEN 150 ANDOVER PK W , TUKWILA WA OPEN FRAME LLC 2635 CARILLON PT , KIRKLAND WA NEIL ALLEN P 0 BOX 80326 , SEATTLE WA Furnace: <100K BTU >100K BTU Floor Furnace Suspended/Wall/Floor Mounted Heater Appliance Vent Repair or Addition to Heat/Refrig /Cooling System.... Air Handling Unit <10,000 CFM >10,000 CFM Evaporator Cooler Ventilation Fan connected to single duct Ventilation System Hood and Duct Incinerator: Domestic Commercial/Industrial MECHANICAL PERMIT Contractor: Name: ENVIROMECH Address: 4735 E MARGINAL WY S, BLDG 1202 B -2 , SEATTLE WA Contractor License No: ENVIR * *951PP DESCRIPTION OF WORK: PROVIDE AND INSTALL REFRIGERATION PIPING FOR A TOTAL OF 8 SYSTEMS. PROVIDE STARTUP OF SYSTEMS XOUIPMENT TYPE AND OUANTITY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 * *continued on next page ** M07 -274 Permit Number: Issue Date: Permit Expires On: Phone: Phone: 206 - 391 -9715 Phone: 206 762 -1960 Expiration Date: 10/17/2009 M07 -274 01/18/2008 07/16/2008 Fees Collected: $534.65 International Mechanical Code Edition: 2006 Boiler Compressor: 0 HP /100,000 BTU 0 3 - HP/500,000 BTU 0 15-30 HP /1,000,000 BTU.. 0 30 -50 HP /1,750,000 BTU.. 0 50+ HP /1,750,000 BTU 0 Fire Damper 0 Diffuser 0 Thermostat 0 Wood/Gas Stove 0 Water Heater 0 Emergency Generator 0 Other Mechanical Equipment 0 Printed: 01 -18 -2008 Permit Center Authorized Signature: Print Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: M07 -274 Issue Date: 01 /18/2008 Permit Expires On: 07/16/2008 Date: I - t e -o g I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the pGrformance of work. I am authorized to sign and obtain this mechanical permit. Signature: 9� L Date: 4hz . This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspende( or abandoned for a period of 180 days from the last inspection. doc: IMC -10/06 M07 -274 Printed: 01 -18 -2008 Parcel No.: 0223100010 Address: Suite No: Tenant: 150 ANDOVER PK W TUKW CALIFORNIA PIZZA KITCHEN 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila doc: Cond -10/06 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 5: Readily accessible access to roof mounted equipment is required. PERMIT CONDITIONS * *continued on neat page ** Permit Number: Status: Applied Date: Issue Date: M07 -274 ISSUED 12/12/2007 01/18/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear.the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. M07 -274 Printed: 01 -18 -2008 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us ,4Z/ J Date: l -id - er M07 - 274 Printed: 01 -18 -2008 Site Address: /50 ,4NOO V ARK ACES T Tenant Name: ZIj/ OR/V /,4 AZZA Airchi A/ Property Owners Name: Mailing Address: Name: /I /E /z_. 4-44.EA/ Mailing Address: "OD 13Dx 803 240 E -Mail Address: nei /a t ' e.nworne ch . COM Company Name: Mailing Address: Contact Person: E -Mail Address: /J j /cz co/r7 Contractor Registration Number: / R 44-)11- 88.0A' Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: GITYOFTUWWILALi Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwwatukwila.wa.us E/cltmer 4EC/I /OD /3o x (9.0326 ,ikW- A� &A/ MECHANICAL PERMIT APPLICATION Q:\Applications\Ponns- Applications On Line\3 -2006 - Mechanical Permit Application.doc Revised: 4 -2006 bh Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: 0.2i 3 t 0 - 001 0 Suite Number: New Tenant: City State Floor: Qr... Yes I NTACT PERSON - who d o we contact when your permit is ready to be issued Day Telephone: 6zo(oJ 39/ " 97 /S" e S,E/4TT.C.E off, Fk /Og State Zip City Fax Number: C,Z e) 7‘,2 - / 9.340 SE/ 7774e 1-l/4. 9n/Br City State Zip Day Telephone: (Zed) 37/- 97/5 Fax Number: - . g- / Q3/v Expiration Date: I L' 3/ - O `� All'plans, be wet stamped by Architect of Recor State City Day Telephone: Fax Number: ENGINEER 0 F RECORD - All plans must be wet stamped by Engineer of Recor State ..No Zip Zip Zip City Day Telephone: Fax Number: Page 1 of 2 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU 8 Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended /Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment 00 Valuation of Project (contractor's bid price): $ .1. J 02 , Scope of Work (please provide detailed information): , E?o(s /D. . /9-AcJ11 L .JS779-779 /&_∎42 /r.L eA /0/%/t16 ie /5 7774 of A _S 7 - , Wo s7T,e.7 --f.1 Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... [ Replacement .... ❑ Fuel Type: Electric ❑ Gas _ID Other: Indicate type of mechanical work being installed and the quantity below: Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 7 OR AUTHORIZED AGENT: Print Name: NEiL ,e l �N Signature: Mailing Address: Date Application Accepted: Q:\Applications\Forms- Applications On Line\3 -2006 - Mechanical Permit Application.doc Revised: 4-2006 bh Date: /,2 Day Telephone: City State Staff Initials: Zip Date Application Expires: lQ 0 Page 2 of 2 Receipt No.: R07 -02748 Payee: ENVIROMECH TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description MECHANICAL - NONRES PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 0223100010 Permit Number: M07 -274 Address: 150 ANDOVER PK W TUKW Status: PENDING Suite No: Applied Date: 12/12/2007 Applicant: CALIFORNIA PIZZA KITCHEN Issue Date: Initials: WER Payment Date: 12/12/2007 02:20 PM User ID: 1655 Balance: $0.00 Amount Payment Check 10454 534.65 Account Code Current Pmts 000/322.100 433.72 000/345.830 100.93 Total: $534.65 Payment Amount: $534.65 5943 12/12 9710 TOTS.. 534.65 doc: Receiot -06 Printed: 12 -12 -2007 COMMENTS: A Type of Inspection: gA K l A & ,'r /I? p Cr L& i C.Di- T ‘ t a ".- ) ,) Z1 - - 1 0 1 _.f. / S (e ry , � S o e - -fie Ott alled ��,J � , , I . C f / . • Special Instructions: 0233 Ve -01 -.sue r�-`. t'c � 01)o6 9 s`' �� i Date Wanted: i � � Z � V� P .m. Requester: Phone No: ?•0 6 — 351 —eiT S • Pro'ect: .' �U rA j; A Type of Inspection: gA K l A & ,'r /I? Address: I5 o Jimoovel P� �s�- Ott alled ��,J � , , I . C f / . • Special Instructions: 0233 Ve -01 -.sue r�-`. t'c � 01)o6 9 s`' �� Date Wanted: i � � Z � V� P .m. Requester: Phone No: ?•0 6 — 351 —eiT S INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION x- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 1Approved per applicable codes. 'Inspector:( t INSPECTION RECORD Retain a copy with permit aki s4o'7 -274 PERMIT NO. Corrections required prior to approval. (Date: ` _ 1 - v� El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Date: COMMENTS: Type of Inspection: \2 F/ / Addreks `6 C ) AN�cW ! /L G(/ 0 AO et 7 I F / 711 Special Instructions: t <liki .— (7- 5ir3 -010z l 4 ,f147/ (CC/ A S I 1 (,1-t Requester: Phone No aoG — 35/ -97/5 i) /?'i/i/ / dr ({/P/ /,' Y- e14/,,,/'- '-k-, ./S�Mrteh.4 / /fr 1 fiv20 - Th \ Project: C i'f -I /i4 A Type of Inspection: \2 F/ / Addreks `6 C ) AN�cW ! /L G(/ Date Called: Special Instructions: t <liki .— (7- 5ir3 -010z Date Wanted Requester: Phone No aoG — 35/ -97/5 /D INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Ins PeC ti 7 Da e. 1/.... $ 100 REINSPECTION ,EE REQUIR . Prior to inspection, fee must be ,p id at 6300 Southcenter Blvd., Suit 100. Call the schedule reinspection. J ReceitNo.: INSPECTION RECORD Retain a copy with permit M Corrections required prior to approval. 'Date: /072 75' PERT NO (206)431 -3 7 Prqject:_ i - r - ( i fiii 10 YNI A R33 er Type JO Inspection: . 11.41, 4 \.... c7->mxiii-t Address i) : moy p144... Date Called: Special Instructions: Date Wanted 1 — Requester: Phone No: INSPECTION RECORD Retain a copy with permit NS I° I N NO. 41 b ' Th 27 1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 OMMENTS: Approved per applicable codes. Corrections required prior to approval. Date:/ 1 $5jOEINSPECTION FEE REQ ED. Prdio o inspection, fee must be p i at 6300 Southcenter Blvd., S de 100. the schedule reinspection. 'Receipt No.: 'Date: Mop• r7'l FILE COPY • CORRECTION RECEIVE[ JAN 10 2008 PERMIT CENTEE m m 6) m o > 70 < M auozpioo 1 N . 1:13> II A II 25 3m -1 cn -C cn Plan re..c,• zmao3cz 3m-I- / pPtO • ( r 1j 1 •IN ` a v� ti 1 24 1 WALK -IN FREEZER WALK -IN COOLER o Z 3$. k i ^1 -10 I 35 mX1c -ix - k zo -201 25 --i )c cn == 44 1R-404A I R-404A - 1zD73m0 -71Tm13 4 / - A/ 1 i t Al /A1 Al /A1 G) -23mmX1 MO 17113-<-1 pl • CF06K4E CS 18K6E •mvoC • - 0E00 C /,s 1.0 • -1.5 2.0 AIm *0 15.50 LBS 18.80 LBS m4j>xo rD -IO-I • G) —ximmm m0 i 1 i 1 1368 -1mm c) —oocc) 1 (1 f I 30.7500 Y i 13.7400 II w— -I m 0 00— xi m -o m oor Mop• r7'l FILE COPY • CORRECTION RECEIVE[ JAN 10 2008 PERMIT CENTEE m m 6) m o > 70 < M auozpioo RECEIVED S E P 0 6 2007 STDR ARCHITECTS IJOIST COVER SHEET PROJECT CALIFORNIA PIZZA KITCHEN PROJECT LOCATION TUKWILA, WA REVIEWED Fob CUSTOMER REVIE SHAWMUT DESIGN & CONSTRU T.MCOMPLIANCE APPROVED JAN 1 20 GENERAL NOTES 1) SSI JOISTS ARE NOT CAMBERED UNLESS NOTED HEREIN. 2) COORDINATE THE ATTACHED BILL OF MATERIALS WITH SSI JOIST PLACEMEN . PLANS TO ENSURE PROPER PRODUCT PLACEMENT. 3) VERIFY ALL DETAILS OF BILL OF MATERIALS AND JOIST PLACEMENT PLANS WITH STRUCTURAL AND ARCHITECTURAL PROJECT PLANS AND SPECIFICATIONS. LEGEND: SAOE = SHOP ATTACHED ONE END SABE = SHOP ATTACHED BOTH ENDS FAOE = FIELD ATTACH ONE END FABE = FIELD ATTACH BOTH ENDS WSNR = WEB STIFFENER NOT REQUIRED 1LE COPY P « 21q 1; J RECEIVED DEC 12 2007 PERMIT CENTEh, ECUR/EU NOV 1 4 2007 •TDR ARCHITECTS Date: L08/14/2007 DAWN: HBK CHECKED: ENGINEER: SALESMAN: EG Revisions: #1 08 -29-07 "RFC" PER APPROVAL & REV. PLANS STANDARD STRUCTURES SW, LLC 7026 E. FIRST AVE, SUITE A SCOTTSDALE, AZ 85251 PROJECT NO: SHEET: 5803 1 OF 4 - Standard Structures Inc. P.O. Box K, Santa Rosa, CA 95402 (707) 836 -8100 Fax: (707) 836-8109 http : / /www.StandardStructures.com Checker: Engineer: Drafter: Job #: 51874CI Date 8/28/2007 Page 1 of 1 Job Name CALIF: PIZZA KITCHEN(SW- E)(NA) Customer: SSI SW SalesRep: Gentry, Eric Bill Of Materials I -Joist REVISED FOR CONSTRUCTION D Calc Mark Qty Description: RJ01 2 11 7/8" SSI_32M @ 19' 0" Sol F.A.B.E. RJ02 12 11 7/8" SSI_32M @ 16' 0" Sal F.A.B.E. Total Qty 14 Total LF 230 I -Joist Attached Stiffeners Grade Species Profile X Y Camber Oty Size F8 SPF A 0" 0" N -- x x 0" F8 SPF A 0" 0" N x x 0" x 0" I. Attached Fillers Oty Size x 0" r Checker: V Standard Structures Inc. � P.O. Box K, Santa Rosa, CA 95402 (707) 836 -8100 Fa (707) 836 -8109 http://www.StandardStructures.com /www.StandardStructures.com Engineer: Drafter: Job #: 51874CI Date 8/28/2007 Job Name: CALIF PIZZA KITCHEN(SW- E)(NA) Customer: SSI SW Page 1 of 1 Bill Of Materials Field Attached Web Stiffeners REVISED FOR CONSTRUCTION D. Calc Mark# Qty Stiffener Description SO1 68 PLY 1 x 9 1/4" x 8 1/8" Total Qty 68 Joist Description Profile 11 7/8" SSI 32M A X Y Notes SSW OPEN WEB TRUSS COVER SHEET Date: 08/14/2007 DRAWN: HBK CHECKED: ENGINEER: SALESMAN: EG CALIFORNIA PIZZA KITCHEN Revisions: TUKWILA, WASHINGTON SHAWMUT DESIGN & CONSTRUCTION GENERAL NOTES 1) SSW TRUSSES ARE CAMBERED UNLESS NOTED HEREIN. 2) COORDINATE THE ATTACHED BILL OF MATERIALS WITH SSW TRUSS PLACEMENT PLANS TO ENSURE PROPER PRODUCT PLACEMENT. 3) VERIFY ALL DETAILS OF SSI BILL OF MATERIALS AND SSW TRUSS PLACEMENT PLANS WITH STRUCTURAL AND ARCHITECTURAL PROJECT PLANS AND SPECIFICATIONS. In preparation of these shop drawings, Standard Structures SW. has relied upon plans and /or specifications or other information prepared by representatives of the owner and cannot be held responsible if the information furnished is erroneous. It is the sole responsibility of the customer to coordinate these shop drawings with the owners representatives and the "For Construction" project plans and specifications. The customer shall approve these shop drawings for dimensions, quantities, specifications and details. Standard Structures SW. cannot be held accountable for items not brought to the attention of Standard Structures SW. #1 08 -29-07 "RFC" PER APPROVAL STANDARD STRUCTURES SW, LLC 7026 E. FIRST AVE, A SCOTTSDALE, AZ 85251 PROJECT NO: SHEET: 5803 1OF4 f DATE: 6/14/2007 BILL OF MATERIALS BUILDING; SSW OPEN WEB TRUSS LEVEL: ROOF Project No.: 5803 Draftsperson: HBK Project Name: CALIFORNIA PIZZA KITCHEN - Eng. Tech: Location; TUKWILA, WASHINGTON Checker: customer; SHAWMUT DESIGN & CONSTRUCTION Engineer: Delta: A #1 08.29.07 "RFC" PER APPROVAL Salesperson: EG OTT MARKS DEPTH DEMI IN TRUSS SERIES PROFILE aeaIOE FACE OF SU LERf ' TO 1 - PPORT E • (FORK) FAGS ACE TO F OF SUPPORT (HO Q) INSIDE FACE OF S UPPRT TO EW R30HT O TO (HORS) R Qd END: L B gF 'P IN+ T, ROOF SLOPE ' : P r YI Iii(, 9Y, IINDIM� (MINIMUM t /I" ', � QIORD� 7 ` t F�(aF(O tom p( SLOPED t Min Fes e �yy; I y �';RN TO EPID • �' I i ktNY "�'dERa 1, 'rT . SLL 01 !l5 1 Pe$ , '� OVERALL t LEe10 T F h.C1{ONOc SCOPE S FEET I : l H ; y G: fie✓ SHOP PaN1 END ` B � LOPE DIRECYIO ., INSIDE FACE OF SUPPORT OF BO CHO R f HORR ) AC P INSIDE F RT E T RIGHT SUPO END OF O OF BOTr CHORD (NOR12) . • . ORALL LENGTF VE BOTT CHORD H O (SLOPEO1IH FEET a r 1 458 3 itt LFT RFiT RHT',; 3 RSW01 24 62 P -1 -1 0 5 8 35 1 0 O 2 14 0.000 r il I , SX ajeay r �.` :10 alt Ili y x' #, : c s+ ? Y N - " 01 3 1 0 0 3 '0 14 RSW02 24 62 P -1 -1 0 5 8 35 0 12 0 3 2 0.000 ,' r'4 ,, 0, ,S,"�° Y M a , . 1 , ' '‘',1,', N - - 0 3 10 01 3 ' :0 56 'x SHOP ASSEMBLE 4 TRUSSES INTO 2- DBLS. 3 RSW03 22 42H P -1.1 0 5 8 27 4 0 0 5 8 0.000 , + t of aler I ' >,;p ,, , I . "a` t i, L` (a a(at I ,,•� I .a aA ! Y N - - 01 3 ;0 01 3 0 N 8 9l 4 RSW04 22 42H P -1 - 1 0 5 8 28 5 2 0 5 18 0.000 11 ! tc )l'j I ;" i} ?,: i „!� y Al :� ` � • ii i; Y N - 01 3 ':,0 0' 3 ':0 ' r2 / f 12 RSW06 22 42H P-1 -1 0 4 0 28 6 8 0 5 8 0.000 i c 1 y , (il;'' • (1 r. g ,i, ,1 h ` I Y N - - 0 3 !0 0 3 ` ! 0 1 '4,'„ I 3 RSW07 22 42H P -1.1 0 4 0 28 6 14 0 6 8 0.000 o ' ( J I I , `'. f � ? 'I,! ° k ' ` t ; ( m r n 4 ' tr � ), Y N - 0 3 10 0 3 0 i';' c ,i 't"� : 6 RSW08 24 42H P-1-1 0 2 14 24 0 6 0 4 0 0.000 a r ,'r, , : e' "I I+ I. I,' I. e�E` IF 131 :?' ,0 1 Y N - • 01 3 10 0' 0 '�'i l t"l{ H c,J'�y 10 RSW09 24 42H P -1.1 0 3 2 24 0 2 0 4 0 0.000 II ka + < ;, ,^ '01 'a 1 c 1 �;)w A. IT 'Y N - - 01 3 '•0 0 3 '•0 a� s PROFILE AND BEARING CONDITIONS: RALL TOP OVE C HORD LENOT Q F BEARING PIN TO S EARING PIN \\ 1 T DT 2 0F4 Y C °' DATE: 8/14/2007 BILL OF MATERIALS BU4D,NG: SSW OPEN WEB TRUSS LEVEL; ROOF ProjictNo.: 5803 Draftsperson: HBK Job Name: CALIFORNIA PIZZA KITCHEN Eng. Tech: Location; TUKWILA, WASHINGTON Checker: ■ Customer; SHAWMUT DESIGN &.CONSTRUCTION Engineer: Delta: 0 #1 08.29.07 "RFC" PER APPROVAL • Salesperson: EG OTT MARK) DEPTH INCHES TRUSS SERIES ►ROPROFILE INSIDE PACE OF SUP►OIIT TO END LER "Igl! (HORS FACE TO fACE Of SUPPORT ( INSIDE FACE OF 111171117;:r IHDRRI P. OI�ND'41- ROOF SLOPE � ( p, ;,y�C, (MINIMUM 1N" R1.5° b) to 12) sdFSP yI y r.L Glit it,F)RET:RIMTO I j %�ITo ENo i ' 'E1Nbl i C Rgi y PEA � ' ti 1 7 t lSR 1' O I ('�IT§LOPEb 1 r 1 L�OOEO'I f It. I ' I tkN 1,1 �RAEL ; u LENGT11 � � F1¢ ,y yI LOPED,J : N r, P iu net .I M: SHOP PAINT END 1 SLOPE ' DIRECTION INSIDE FACE OF SU PPORT TO LEFT C INSIDE FACE OF SUPPORT TO RIGHT END OF BOTT CHORD (HORR) OVERALL LENGTH OF BOTT CHORD .' (SLOPED) N FEET LFT RHT 'LFT RHT` 6 RSW10 20 42 P -1 -1 0 5 8 22 6 0 0 5 18 0.000 a s eJe a rt 4 l ;s a� ti l e e r{ 4 Y N H L 0 3 10 0; 3 0 ,, t� q AQ 12 RSW11 14 42 P -1 -1 0 6 12 11 4 14 0 4 0 0.000 t y : I } s, , „q - S ' "'',I ® Y Nor N H L 0 3 0 01 3 '0 rllP � 0ti„ I, 1 RSW12 14 42 P -1 -1 0 5 8 10 3 1 0 4 0 0.000 v s +, � XaIoS (� ep r� a l ; I S. °d I 1� y” rl { E1IX ' Y N H L 0 3 10 0; 3 i0 011,.,,,, t t A 1 RSW13 14 42 P -1.1 0 5 8 6 4 7 0 4 � 0 0.000 + t (jaYn /, �� - 5. ! ('4 ' �: 1"4'4 Y N H L 0 3 0 0 . 3 i fir. $ ags}r�ii;: 1 RSW14 14 42 P -1.1 0 5 8 2 4 0 01 4 10 0.000 1 " r' ! X�fGI ,• it r �o�1r I ° :? 0'I, Il i f". 1.ItP,2 V N H L 0 3 0 0! 3 0 'w1 u I 3 a ;' p i , .LIP >. . M I,I,11I, t, Tr - 77 4 _ .a. ., I I i i Pr. { h ti <i I!I �i I, M1 as ! j ' i r ,,, ) ,�, ; • ( '; 1 I ' I t 1 t l I , � , 4i r n ,N! Il ll I i kI Ik ,II^ �I +�'I'� 4 4r ti� /f \o. IIyIf I ❑ Pl ,11 , PROFILE AND BEARING CONDITIONS: OVERALL TOP CHORD LENGTH BE ARINO PIN TO BEARING PIN. \\ 1 IF P T DT 3 0F4 • Pro leat No,: 5803 Job Name: CALIFORNIA PIZZA KITCHEN Location; TUKWILA, WASHINGTON customer, SHAWMUT DESIGN & CONSTRUCTION Delta: #1 08 -29 -07 "RFC" PER APPROVAL Draftsperson: HBK Eng.Tech: Checker: Engineer: Salesperson: EG MARK# EBB1 SBCB SBC4 SBC62 FB01 F802 oTY 84 30 63 4 63 38 DESCRIPTION 1.5" x 3.5" x 28.25 BRIDGING CLIPS BRIDGING CLIPS DOUBLE BRIDGING CLIPS 1.5" X 3.5" X 12" 1.5" X 5.25" X 12" REMARKS END BLOCKS 32" OC FIELD INSTALL FIELD INSTALL FIELD INSTALL FORK BLOCK, SHOP ATTACH FORK BLOCK, SHOP ATTACH BILL OF MATERIALS SSW OPEN WEB TRUSS ACCESSORIES MARK# SB01 OTY 288LF DESCRIPTION 2X6 STRONGBACK BRIDGING DATE: 8/14/2007 BUILDING. SS' LEVEL: ROOF REMARKS OF #2, 8' -0" Min. Length SHEET it 4 OF 4 HIGH STRENGTH COMPOSITE (HSC)- 30E- Glulam PROJECT CALIFORNIA PIZZA KITCHEN PROJECT ADDRESS TUKWILA, WA CUSTOMER SHAWMUT DESIGN & CONSTRUCTION GENERAL NOTES MANUFACTURE: PER 2000 IBC, SEC.2303.1.3, CHAPTER 23 AMERICAN NATIONAL STANDARD ANSI 190.1 -2002, STRUCTURAL GLUE[ LAMINATED TIMBER, OR ICC REPORT PFC - 5579 CERTIFICATION AND INSPECTION: PER 2000 IBC SEC. 2303.1.3 PERFORMED BY AN IAS - LISTED QUALITY CONTROL AGENCY FOR STRUCTURAL GLUED LAMINATED TIMBER RECOGNIZED AS A COMPLIANCE ASSURANCE AND /OR INSPECTION AGENCY. AN AMERICAN WOOD SYSTEMS (APA -EWS) CERTIFICATE WILL BE ISSUED. EACH GLUED LAMINATED BEAM WILL BE MARKED WITH AN APA -EWS STAMP. COMBINATION: ALLOWABLE STRESSES: MODULUS OF ELASTICITY FLEXURAL STRESS COMPRESSION PERPENDICULAR TO GRAIN (JOIST) HORIZONTAL SHEAR (JOIST) 30F -HSC- SIMPLE E = 2.1x psi Fb = 3000 psi Fc = 510 psi Fv = 265 psi APPEARANCE: * FRAMING GRADE DELIVERY: F.O.B. PLANT PLUS FREIGHT (CUSTOMER TO UNLOAD). REMARKS: * FOR FRAMING APPLICATIONS SUCH AS WINDOWS & DOORS HEADERS WHERE APPEARANCE IS OF NO CONCERN & THE SIZE OF GLULAM TIMBER MATCHES SIZE OF FRAMING. Date: 8/14/2007 DRAWN: CHECKED: SALESMAN: HBK EG Revisions: #1 08 -29 -07 "RFC" PER APPROVAL & REV. PLANS VA STANDARD STRUCTURES SW, LLC 7026 E. FIRST AVE, SUITE A SCOTTSDALE, AZ 85251 JOB NO: 5803 SHEET. 1 OF 2 KR P.O. Box K, Santa Rosa, CA 95402 VA Standard Structures Inc. (707) 836 -8100 Fax: (707) 8364109 http : / /www.StandardStructures.com BILL OF MATERIALS SIMPLE SPAN GLULAM BEAMS Date 8/28/2007 REVISED FOR CONSTRUCTION Job #: Job Name Customer: SalesRep: 51874CG Checker: WILD END M - o CALIF PIZZA KITCHEN(SW "E)(NA) Engineer: SSI SW Drafter: A House, SSI t • Delta Mark Oty Width Depth Length Cuts: App Grade: Species: Wrap: FN SL TR MC: Camber Radius MBF LF B01 1 51/4" 16" 24' 0" A F 30F DF B S3 E 14 0" 0 0.26 24 B02 , 1 . ',5i/4" : ;11 7/8 t7' 0 A F 30F DF B S3 E 14 0" 0 0.13 17 B03 2 5 1/4" 16" 29' 6" A F 30F DF B S3 E 14 0" 0 0.63 59 B04 1 5 1/4'' 16" :25' 0" A F 30F DF B S3 E 14 0" 0 0.27 25 B05 1 5 1/4" 16" 5' 0" A F 30F DF B S3 E 14 0" 0 0.05 5 B06 2 51/4" 11 7/8" '8 0" A F 30F DF B S3 E 14 0" 0 0.13 16 B07 1 5 1/4" 16" 29' 0" A F 30F DF B S3 E 14 0" 0 0.31 29 B08 1 51/4" .14" 19 "6" A F 30F DF B S3 E 14 0" 0 0.18 19.5 B09 2 5 1/4" 11 7/8" 19' 0" A F 30F DF B S3 E 14 0" 0 0.30 38 B10 1 5 1/4 "_ .14" 16' 6" A F 30F DF B S3 E 14 0" 0 0.15 16.5 B11 1 5 1/4" 11 7/8" 13' 0" A F 30F DF B S3 E 14 0" 0 0.10 13 B12 1 5 1/4" 11 7/8" 12' 0" A F 30F DF B S3 E 14 0" 0 0.10 12 B13 1 5 1/4" 9" 17 0" A F 30F DF B S3 E 14 0" 0 0.10 17 B14 1 5 1/4" 9" 13' 0" A F 30F DF B S3 E 14 0" 0 0.08 13 B15 1 5 1/4" 11 7/8" 15' 6" A F 30F DF B S3 E 14 0" 0 0.12 15.5 B16 1 51/4" 16 ". 18' 0 ". A F 30F DF B S3 E 14 0" 0 0.19 18 B17 1 5 1 /4" 22" 30' 0" A F 30F DF B S3 E 14 0" 0 0.44 30 Total Qty 20 3.55 367.5 Ini CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR E SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL COMPANY Aug. 13, 2007 14:50 PROJECT CALIFORN IA PIZZA KITCHEN KILA, PNTU-5803 RSW01 8 RSW02 Desig Standard Structures Inc. I P .O. Box K Santa Rosa, Ca. 95402 y(877)980 7732 Fax: (707)838 - 8377 � = www.ssispec.com Design Check Calculation Sheet SSI Sizer LOADS ( Ibs, psf, or pif) : Name Type Distribution Magnitude Start End Loc :) Start End Units Dead Live MECH2 MECH3 SNOW MECH1 Dead Snow Dead Dead Snow Dead Full Area Full Area Point Point Partial UD Point 20.00 (24.0)* 25.00 (24.0)* 84 84 62.4 62.4 65 16.58 20.00 0.00 35.08 3.33 -'O - r'O 'L7 CA . (n V+ ■n ■T *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ,, ,Y dy i % � 8y VAymt 0 35'-1" Dead Live Total Bearing: Capacity Req'd Len, 841 1972 2813 7 95 1972 2767 2940 2 2940 2 24" SSW 62 Spaced at 24" o.c.; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : ( Ibs, lbs-ft, or in ) Criterion Analysis Value Design Value Analysis /Design ( %) Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n V = 2813 4 = 24886 0.39 = <L/999 0.92 = L/458 1.11 = L/377 Vr = 3381 Mr = 26788 1.17 = L/360 1.75 = L/240 V /Vr = 83.19 M /Mr = 92.90 78.43 63.54 �. M C •• � , • '‘ \ , i ' A►i � ;';•.0 '- ADDITIONAL DATA: ''' . .° . y : CC FACTORS: F CD CM Ct CL. CF Cfu Cr Cfrt Ci Cn LC# :LU Fir' n/a 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 ', ., Fb'+ n/a 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 �t Q ,�' � 4p 7g 0 '`. E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 S', Shear : LC 12 = D +S, V = 2813 lbs L i Bending( +): LC #2 = D +S, M = 24886 lbs -ft Deflection: LC #2 = D +S EI= 4177e06 lb -in2 K= 0.00e06 lbs Deflection 0.50(Dead Load Deflection) + Live Load Deflection. by AaronM.Reedon Au.ustt4,2007 Total = (D =dead L =live S =snow W =wind I- impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7 -02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SSW Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Moment has been increased for repetitive member usage. 5. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 6. The product listed above must be supported on a member with adequate bearing and nailing. 7. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. Ini CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR E SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL - -Litgi Standard Structures Inc. P.O. Box K Santa Rosa, Ca. 95902 (877)980 -7732 Fax:(707)838 -8377 www.ssispec.com COMPANY Aug. 13, 2007 15:00 PROJECT CALIFORNIA PIZZA KITCHEN TUKWILA, WA PN -5803 RSW02 Design2 Design Check Calculation Sheet SSI Sizer LOADS ( lbs, psf, or pit) : Name Type Distribution Magnitude Start End Location 1ft) Start End Units Dead Live SNOW MECH1 SNOW2 Dead Snow Snow Dead Snow Full Area Full Area Trapezoida Point Partial UD 20.00 (32.0)* 25.00 (32.0)* 35.0 0.0 625 53.9 53.9 0.00 10.00 29.58 0.00 35.08 W W 4-1 V W (/) VI --q . ---1 a aa-. a *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i \ \ f \ . 9 d \\,/ a .6 � di ` 0' 35' -1" Dead Live Total Bearing: Capacity Req'd Len. 1034 2273 3307 1463 2132 3594 5880 2 5880 2 Double 24" SSW 62 Spaced at 32" o.c.; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : ( lbs, lbs -ft, or in ) Criterion Analysis Value Design Value Analysis /Design ($1 ��.0 . . 0 l y 4'" T �r •-•. ,... H/ r N c � WAS � „ Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n V = 3594 M = 28803 0.27 = <L/999 0.50 = L /840 0.64 = L/661 Vr = 6762 Mr = 53576 1.17 = L/360 1.75 = L/240 V /Vr = 53.15 M /Mr = 53.76 42.83 36.27 ADDITIONAL DATA: FACTORS: F CD• CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# � f Fv' n/a 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 j Fb'+ n/a 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 3594 lbs Bending( +): LC #2 = D +S, M = 28803 lbs -ft c ' '. ; =_ 19405 • r s "` ; r , `kp 7-g ,� ' s '� ' .... • S/ (j) 14/ Deflection: LC #2 = D +S EI =. 4177e06 lb -in2 /ply K= 0.00e06 lbs /ply Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I- impact C- construction CLd= concentrated) z' ;, ; ,• by Aaron M. Reed on Auqust14,2007 (All LC's are listed in the Analysis output) Load combinations: ASCE 7 -02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SSW Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product Is braced over the full length. 4. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 5. The product listed above must be supported on a member with adequate bearing and nailing. 6. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. CERTIFICATION IS TO VERIFY THE JOIST /BEAANTRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL ' r-- Standard Structures Inc. P.O. Box K Santa Rosa, Ca. 95402 (877)980 -7732 Fax:(707)838 -8377 www.ssispec.com COMPANY Aug. 14, 2007 06:57 PROJECT TC ALI U KWILRN IA A, WA PIZZA KITCHEN FO P N - 5803 RSW RSW04, RSW06, RSW07 D esign3 Design Check Calculation Sheet SSI Sizer 2.01 LOADS ( lbs, psf, or plf) : Name Type Distribution Magnitude Start End Location (ft) Start End Units Dead Live SNOW2 Dead Snow Snow Full Area Full Area Partial UD 20.00 (24.0)* 25.00 (24.0)* 56.0 56.0 0.00 28.58 psf psf plf *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : %Jr f "War Y „TAT 0' 28' -7" Dead Live Total Bearing: Capacity Req'd Len. Clip 572 1515 2087 572 1515 2087 2640 2 Al 2640 2 Al 22" SSW 42H Spaced at 24" o.c.; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : (lbs, Ibs -ft, or in ) Criterion Analysis Value Design Value Analysis /Design (%) - _s 1 M. 9 Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n V = 2087 M = 14910 0.24 = <L/999 0.63 a L/546 0.86 = L/396 Vr = 3036 Mr = 15609 0.95 = L/360 1.43 = L/240 V /Vr = 68.73 M /Mr = 95.52 65.86 60.48 ` WAS /jii '4 Q 61 ADDITIONAL DATA: # FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# s i F' n/a 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 t • " v f 19405 Fb'+ n/a 1.15 1.00 1.00 1.000 1.000 1.00 1.07 1.00 1.00 - 2 � `.I E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 : 1 O .> t ; Shear : LC #2 = D +S, V = 2087 lbs 1 ' t � •,.9 G; 7 `� O Bending( +): LC #2 = D +S, M = 14910 lbs -ft 1 ` > ' - Deflection: LC #2 = D +S EI= 2537e06 lb -in2 K= 0.00e06 lbs ' . - <. u.l 1 '' Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C= construction CLd =concentrated) (All LC's are listed in the Analysis output) "? -' -.- :`dby AaronM.Reedon Au. 14,2007 Load combinations: ASCE 7 -02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SSW Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Moment has been increased for repetitive member usage. 5. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 6. The product listed above must be supported on a member with adequate bearing and nailing. 7. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE APPUED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPUCATION BY THE PROJECT DESIGN PROFESSIONAL CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE APPLIED WADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL COMPANY Aug. 14, 2007 10:27 PROJECT CALIFORNIA PIZZA KITCHEN TUKWILA, WA PN -5803 RSW09 Design4 -� _ -,, -.. Standard Structures Inc. P.O. Box K Santa Rosa, Ca. 95402 (877)980 -7732 Fax www.ssispec.com -g. -- Design Check Calculation Sheet SSI Sizer 2.01 LOADS or plt) : Name Type Distribution Magnitude Start End Location [ft] Start End Units Dead Live SNOW2 MECH SNOW1 SNOWS TOWER b 3 3 3 3 0 0 ( 0 0 0 C C N C C n co cm to co tn Full Area Full Area Trapezoida Point Trapezoida Partial UD Point 20.00 (32.0)* 25.00 (32.0)* 35.0 0.0 325 0.0 35.0 18.2 18.2 800 15.33 24.01 8.17 5.33 15.33 0.00 15.33 15.33 psf psf plf lbs plf plf lbs *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : / \ i X 11 . \ Ay Ns / \ t \ / \ / \ 0' 24' -0.13" Dead Live Total Bearing: Capacity Req'd Len. Clip 1144 1114 2258 1262 1092 2354 2640 2 Al 2640 2 Al 24" SSW 42H Spaced at 32" o.c.; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : ( Ibs, Ibs -ft, or in ) Criterion Analysis Value Design Value Analysis /Design ( %) - y- cz�•.- Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n V = 2354 M = 15841 0.29 = L/983 0.24 = <L/999 0.53 = L/542 Vr = 3036 Mr = 16011 0.80 = L/360 1.20 = L/240 V /Vr = 77.53 M /Mr = 98.94 29.74 44.23 w, M, 3 fl` • ' ti;'tlSFfj4, ' i ,> Q; *ti4 r , •• l -Ai : Y '. ADDITIONAL DATA: r° . 19405 W FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# p a� + • W i • Fv' n/a 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 f Q, - �*vd <> ,. • Fb'. n/a 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 \ ;''F,9/STS-r-' �? ' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 i Shear : LC #2 = D +S, V = 2354 lbs Bending( +): LC #2 = D +S, M = 15841 lbs -ft Deflection: LC #2 = D +S EI= 3056e06 lb -in2 K= 0.00e06 lbs `• ' sealedby AaronM.Reedon August14,2007 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I =impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7 -02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SSW Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 5. The product listed above must be supported on a member with adequate bearing and nailing. 6. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE APPLIED WADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL "' '_ COMPANY Aug. 14, 2007 10:26 PROJECT CALIFORNIA PIZZA KITCHEN TUKWILA, WA PN -5803 De gn4a Standard Structures Inc. P.O. Box K Santa Rosa, Ca. 95402 (877)980 -7732 Fax www.ssispec.com Design Check Calculation Sheet SSI Sizer LOADS or pit) : Name Type Distribution Magnitude Start End Location ) Start ___ Units Dead Live SNOW2 MECH SNOW1 SNOW3 TOWER 1 '0 3 3 '0 3 3 '0 (0 0 0 N O O r0 ) to N)0N� Full Area Full Area Trapezoida Point Trapezoida Partial UD Point 20.00 (24.0)* 25.00 (24.0)* 35.0 0.0 325 0.0 35.0 42.5 42.5 800 13.00 23.00 8.17 3.00 13.00 0.00 13.00 15.33 TJ r'D '0 10 tr. L-' F+ d 1-' N N N ■+ *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : \\ I 'y Z A a 9 A dy b \ 1 1 \I 0' 23' -7" Dead Live Total Bearing: Capacity Req'd Len. Clip 964 1147 2111 1104 935 2039 2640 2 Al 2640 2 Al 24" SSW 42H Spaced at 24" o.c.; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : ( Ibs, lbs -ft, or In ) Criterion Analysis Value Design Value Analysis /Design ( %) -sxZ . !'.0,0 .. ,4'� 1 �''±'�5 .. ��� 0 9., � I 1 Y Shear Bending ( +) Dead Defl'n Live Defl'n Total Defl'n V = 2111 M = 14120 0.24 = <L/999 0.22 = <L/999 0.46 = L/616 Vr = 3036 Mr = 17132 0.79 L/360 1.18 = L/240 V /Vr = 69.53 M /Mr = 82.42 27.42 38.93 ADDITIONAL DATA: il° I ° Ct 1 .. t , ;9205 FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv• n/a 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 �� ;iq Fb'+ n/a 1.15 1.00 1.00 1.000 1.000 1.00 1.07 1.00 1.00 - 2 -0 t;1s')'E.S^,• E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 t), ,; °N AL. Shear : LC #2 = D +S, V = 2111 lbs � Bending ( +) : LC #2 = D +S, M = 14120 lbs -ft Deflection: LC #2 = D +S EI= 3056e06 lb -in2 K= 0.00e06 lbs a,edW Aaron M. Reedon August14,2007 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C =construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7 -02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SSW Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Moment has Teen increased for repetitive member usage. 5. Adcfitional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 6. The product listed above must be supported on a member with adequate bearing and nailing. 7. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE APPLIED LOADS.- THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLJCATION BY THE PROJECT DESIGN PROFESSIONAL o° Standard Structures Inc. P.O. Box K Santa Rosa, Ca. 95402 (877)980 -7732 Fax:(707)838 -8377 www.ssispec.com COMPANY Aug. 14, 2007 07:22 PROJECT CALIFORNIA PIZZA KITCHEN TUKWILA, WA PN -5803 RSW 12 Designs Design Check Calculation Sheet SSI Sizer 2.01 LOADS ( Ibs, psf, or plt) : Name Type Distribution Magnitude Start End Location (ft) Start End Units Dead Live SNOW1 SNOW3 Dead Snow Snow Snow Full Area Full Area Trapezoida Trapezoida 20.00 (32.0)* 25.00 (32.0)* 0.0 35.0 35.0 0.0 0.00 6.33 6.33 11.50 psf psf plf plf *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ,", il‘ , • ,..wir\ / \ / \ / \ \ .6.\ / , / \ 7 \i \ „.. \ / v,..„ \ \., ,/ \,/ \ CO 11' -6" Dead Live Total Bearing: Capacity Req'd Len. Clip 307 481 787 307 487 794 2640 2 Al 2640 2 Al 14" SSW 42 Spaced at 32" o.c.; Flange specific gravity = 0.50 SECTION vs. DESIGN CODE using NDS 2001 : ( Ibs, Ibs -ft, or In ) Criterion Analysis Value Design Value Analysis /Design ( %) « ,,,, Shear Bending( +) Dead Defl'n Live Defl'n T otal Defl'n V = 794 M = 2365 0.03 = <L/999 0.04 = <L/999 0.06 = <L/999 Vr = 3036 Mr = 7964 0.38 = L/360 0.58 = L/240 V /Vr = 26.15 M /Mr = 29.70 11.14 9.65 �`v ly .. ,, ` O •'' Q. °'p { - �4pf ADDITIONAL DATA: ' , FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Co LC# At b Fv' • n/a 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 r 1. ge 05 (1J Fb'+ n/a 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 r r s : E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 1� P 3� Shear : LC #2 = D +S, V = 794 lbs I� �lS *S Q; >� Bending( +): LC #2 = D +S, M = 2365 lbs - ' 14 J.tl ' Deflection: LC #2 = D +S EI= 820e06 lb - in2 K= 0.00e06 lbs 'N • � Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. L S W =wind I =impact C= CLd= concentrated) � =• 6y . ` AaronM.Reedon Augue14,2007 (D =dead =live =snow construction (All LC's are listed in the Analysis output) Load combinations: ASCE 7 - DESIGN NOTES: - 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) SSW Truss products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full length. 4. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 5. The product listed above must be supported on a member with adequate bearing and nailing. 6. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. CERTIFICATION IS TO VERIFY THE JOIST/BEAMRAUSS TO CARRY THE APPLIED WADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL '' 4 to . Standard Structures Inc. 0 a y P.O. Box K Santa Rosa, Ca. 95402 1 (877)980 -7732 Fax :(707)838 -8377 L. www.ssispec.com s , < ,.b COMPANY Aug. 14, 2007 07 :23 PROJECT CALIFORNIA PIZZA KITCHEN TUKWILA, WA PN -5803 RJ01 Design6 Design Check Calculation Sheet SSI Sizer 2.01 LOADS ( Ibs, psf, or pif) : Name Type Distribution Magnitude Start End Location (ft) Start End Units Dead Live Dead Snow Full Area Full Area 20.00 (32.0)* 25.00 (32.0)* psf psf *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ( ,, ' I, t '9�. ,F ( 43 r JTM� ' Yom+ �5 '-T'.. T' 5 ,J }YF? � � J , S . �� �� nT _ n Y ` :Y " .�.f ; rs} 5+- ' "3 ys Soh 'a'Y I _ 5 r f t J. ✓" ' -a- Q r T -Lz .} ' x u F� � ... , -A • k A 0' 19' Dead Live Total Bearing: Capacity Req'd Len. Stiffener 507 633 1190 507 633 1140 2024 1 -3/4 No 2024 1 -3/4 No 11 -7/8" SSI 32M Spaced at 32" o.c.; _ -- ''�� • Flange specific gravity = 0.50" \ 0 t '‘ 3 M -i•, I \ . � o f i4AS !�y: ' / d� -•/ SECTION vs. DESIGN CODE using NDS 2001 : ( Ibs, Ibs -ft, or in) . �� .� 1:5, .. . 1 . 1 Y' Criterion Analysis Value Design Value Analysis /Design ( %) • r , { ;9305: � ., -4 C? • F • :` - giSTEN,. Sj Shear Bending( +) Dead De fl'n Live Defl'n Total Defl'n V = 1140 M = 5415 0.38 = L/602 0.47 = L/481 0.66 = L/344 Vr = 2024 Mr = 6230 0.63 = L/360 0.95 = L/240 V /Vr = 56.32 M /Mr = 86.92 74.75 69.76 N A ,r ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# sealed by Aaron M. Reed on August 14, 2007 Fv' n/a 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ n/a 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D +S, V = 1140 lbs Bending( +):LC #2 = D +S, M = 5415 lbs -ft Deflection: LC #2 = D +S EI= 455e06lb -in2 C= 6.60e06 in -lb /in Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) Load combinations: ASCE 7 -02 DESIGN NOTES: 1. Please verify that the deflection limits are appropriate for your application. 2. This analysis is for Standard Structures Inc (SSI) Joist products furnished by SSI only. Product substitutions will void this analysis. 3. This analysis assumes that the top chord of the designed product is braced over the full- length. 4. Additional bracing may be required at cantilevers, at unsupported edge and should be reviewed for uplift loading. 5. The product listed above must be supported on a member with adequate bearing and nailing. 6. The specific product application loads, spans, and spacings have been provided by others and have not been reviewed by Standard Structures, Inc. for accuracy. ' CERTIFICATION IS TO VERIFY THE JOIST/BEAM/TRUSS TO CARRY THE APPUED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND MUST BE VERIFIED AND APPROVED FOR 06 -05 -2008 NEIL ALLEN P 0 BOX 80326 SEATTLE WA 98108 RE: Permit No. M07 -274 150 ANDOVER PK W TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code, every permit issued by the Building Division under the provisions of the code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit issuance, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the International Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code does allow the Building Official to approve one extension of time for an additional period not exceeding 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 07/22/2008 , your permit will become null and void and any further work on the project will require a new permit application and associated fees. Thank you for your cooperation in this matter. Sincerely, PI* 1 -1N11f2/ er Marshall Permit Technician xc: Permit File No. M07 -274 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 January 3, 2008 Neil Allen PO Box 80326 Seattle WA 98108 RE: CORRECTION LETTER #1 Mechanical Permit Application Number M07 -274 California Pizza Kitchen —150 Andover Pk W Dear Mr. Allen, This letter is to inform you of corrections that must be addressed before your mechanical permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire Department has no comments. Building Department: Dave Larson, at 206 431 -3678, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431- 3670.' Sincerely, ?CiAiv\i Bill Rambo Permit Technician encl xc: File No. M07 -274 City of Tukwila P:\Permit Center\Correction Letters \2007 \M07 -274 Correction Ltr #1.DOC wer Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Tukwila Building Division Dave Larson, Senior Plan Examiner Date: December 31, 2007 Project Name: California Pizza Kitchen Permit #: M07 -274 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please provide engineering calculations, plans and structural details relative to the additional loads that will be added to roof trusses by mechanical rooftop equipment. Provided truss plans appear to be construction documents for the building but not for specific loading conditions. This information needs to be wet stamped and signed by a structural engineer licensed in the State of Washington. 2. Provide manufacturers equipment specifications to include energy efficiency ratings, type and quantity of refrigerant, etc. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. REVIEWER'S INITIALS: DEPARTMENTS: J Building ACTIVITY NUMBER: M07 -274 DATE: 01 -10 -08 PROJECT NAME: CALIFORNIA PIZZA KITCHEN SITE ADDRESS: 150 ANDOVER PK W Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued Complete Documents/routing slip.doc 2.28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Incomplete DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DATE: Planning Division Public Works ❑ Structural ❑ Permit Coordinator DUE DATE: 01-15-08 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Itl Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 02 -12 -08 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: M07 -274 DATE: 12 -12 -07 PROJECT NAME: CALIFORNIA PIZZA KITCHEN SITE ADDRESS: 150 ANDOVER PK W X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: p,- d id Buildi Divisio�l Public Works ❑ DETERMINATION 0 COMPLETENESS: (Tues., Thurs.) DUE DATE: 2-18-07 Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Documents/routing siip.doc 2 -28-02 g! ERMIT COORD COPY PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Incomplete Structural Review Required 1tAi P tilk Fire Prevention Structural ❑ Permit Coordinator X Planning Division Not Applicable ❑ No further Review Required n REVIEWER'S INITIALS: DATE: n DUE DATE: 01 -15 -08 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) E( Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1' . - 10e3 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 1/W� City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: l -/D - D8 Plan Check/Permit Number: M07 -274 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: California Pizza Kitchen Project Address: 150 Andover Pk W Contact Person: Neil Allen Phone Number: (AY 39/ 97/5 o3. Steven M. Mullet, Mayor Steve Lancaster, Director Summary of Revision: kEFER A./6 /.0 emu T '# .06.7/64 - OR/fii4/ VG - 3 - /QooF /�R.4iv1 //JG Is / / o: it/6 prr;Fivn) Sheet Number(s): CITY OF 7UKWI! -A I JAN 10 2006 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: ti .c Ca Sr 2ur ra/A.94. .QET•4 /.CS /f T! VE Td WiE /4OD/TlOit/,iL .1-4 n3_ Ti4r ,4.012E.0 7 RADA //e/..31.515" .6) A4EGffAc./ /Gs;:- /eDOFTO#° £e2 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: W g j Entered in Permits Plus on I-- k O 0 g FTH r., _ (;,ENTER License Information License ENVIR * *951PP Licensee Name ENVIROMECH Licensee Type CONSTRUCTION CONTRACTOR UBI 601354268 Ind. Ins. Account Id 88858100 Business Type CORPORATION Address 1 PO BOX 80326 Address 2 City SEATTLE County KING State WA Zip 98108 Phone 2067621960 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 10/17/2005 Expiration Date 10/17/2009 Suspend Date Separation Date Parent Company JOINT ENVIRMNTL MECHANICAL INC Previous License ENVIR * *088DK Next License Associated License Business Owner Information Name Role Effective Date Expiration Date TIMMONS, GRETCHEN PRESIDENT 10/17/2005 TIMMONS, GENE VICE PRESIDENT 10/17/2005 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= ENVIR * *951PP 01/18/2008 CONCENTRATED LOAD CHART (1) ( LOCATION GUIDE TRUSS SERIES TRUSS SPAN CONDITIONS 2 ENO PANELS OTHER PANELS 55W42, 62 500# 250# SSW43 750# 375# SSW44 1,000# 500# SSW42, 62 W/ LTB 1,000# 500# S5W43 W /LTB 1,500# 750# 55W41 W /LTB 2,000# 1.000# Q N RECOMMENDED SPRINKLER ATTACHMENT NOTES: 1, WOOD SCREWS WITH A MAXIMUM DIAMETER OF 1/8" MAY BE USED . ANYWHERE ON THE TOP CHORD OF THE SSW TRUSS WITH A PRE-DRILLED PILOT HOLE, UNLESS NOTED OTHERWISE ON PLANS. HOLE(S) DRILLED BY OTHERS. 2. DO NOT DRILL HOLES, DRIVE HEAVY SCREWS, OR USE LAG BOLTS IN THE BOTTOM CHORD OF SSW TRUSS, EXCEPT AS NOTED. 3. COORDINATE ATTACHMENT OF SPRINKLER PIPE GREATER THAN 2" DIAMETER AND LARGER WITH SSW TRUSS LAYOUT AND CALCULATIONS. 551 HAS ASSUMED THAT THE ENGINEER OF RECORD HAS ALLOWED 0.5 PSF FOR BRANCH SPRINKLER LINES 2" DIAMETER AND LESS 4. ALL SPRINKLER PIPE CONNECTIONS GREATER THAN 3" DIAMETER MUST BE REVIEWED. PIPE, TRAPEZE BETWEEN. TRUSSES B � 6" MIN. TYP. GLUED SURFACES BY OTHERS CEILING FLANGE TOP CLAMP W� SCR O BOTTOM CHOR U- •CLAMP BOTTOM CHORD ** NOTE: CLAMPS & SCREWS BY OTHERS < 2" DIAMETER PIPE (3 SHOWN- INSTALL 1 ONLY PER LOCATION) 2" DIAMETER PIPE < 2" DIAMETER PIPE 2 -2X4 W/ 3-1/2" DIAMETER M.B. ACROSS 2 PANEL POINTS MINIMUM BLOCKS & BOLTS BY OTHERS 2X4 FLAT BLOCK -FMBO LIGHT GAUGE STRAP (SIM T TO K.C. METAL LTSA24 STRAP INSTALL W/ 3 -8d OR 10d COMMON NAILS 0 ENDS OF STRAP. STRAP & NAILS BY OTHERS. U -CLAMP BOTTOM CHORD -BY OTHERS NOTE: THIS DETAIL MAY BE USED UP TO 3" DIAMETER PIPE W/ REVIEW QWEB .I Q COACH SCREW N < 2" DIAMETER PIPE NOTE: PRE -DRILL COACH SCREW. COACH SCREW MAY FLANGE CLAMP -BY OTHERS BOTTOM CHORD HANGER ROD -BY OTHERS, ATTACH W/ LAG SCREW BY OTHERS 1/2' PIPE, TRAPEZE BETWEEN TRUSSES HOLE AND M LOCATED O IN A OUTER R 1/3 T OF B TRUSS SPAN ONLY PRE-DRI FLANGE WITH 2 -18 GA 294) X 1 1(2" WOOD CREWS INTO /8" PRE-DRILLED HOLE (STAGGERED 3/8 "o MAX. COACH SCREW, BY OTHERS ATTACHMENT DETAILS E INSTALLED IN BOTTOM CHORD ANGLE IRON, PIPE TRAPEZE OR OTHER CROSS PIECE SPANNING BETWEEN TWO TRUSSES MIN. BY OTHERS s imiumon PERPENDICULAR OR PARALLEL 2" DIAMETER PIPE. 6" DIAMETER MAXIMUM. (INSTALL ONLY 1 PIPE PER CONDITION) 4X10 (FMBO) NOTCHED VERTICAL ®EAR W S SG) 1/2"c6 M.B. TYP. BY OTHERS SWAY BRACE ATTACHED PER APPLICABLE STANDARDS BY OTHERS SPRINKLERS AND SPRINKLER ATTACHMENT, INCLUDING WOOD SUPPORTS, ARE FURNISHED AND INSTALLED BY OTHERS. SLEEPER (OVER 3 PANEL POINTS MIN STRONGBACK DF or SPF #2 SSW42, 62 (FLOOR) SSW43, 44 (FLOOR) SHEATHING, BY OTHERS 1/2" GA MINIMUM FORK BLOCK (FB01 FACTORY INSTALLED SSW TRUSS-' 1/2" GA MINIMUM MSR "R' CHORD NAIL TYPE NAIL SIZE FACE EDGE FACE EDGE BOX 0.113 X2 1/2' CO MMON 0.131'9(2 1/2' 8d Box 0.128"X3" lad COMMON 0.148'X3' BOX 0 . 128"X3 1 /4' 12d COMMON 0.148'X3 1/4" BOX 0.135'X3 1/2 16d SINKER 0.148'X3 1/4" COMMON 0.182'X'3 1/2' KEEP NAILES INTO EDGE 8' AWAY FROM PIN IDENTIFIED AS '-SSW TRUSS -SECURE SSW OPEN WEB TRUSS TO WALL W/ SLOTTED CLIP BY OTHERS BY OTHERS STRONGBACK O.C. SPACING CHART SSW42, 62 (ROOF) SSW43, 44 (ROOF) A 1' -6" VARIANCE FROM ABOVE DIMENSIONS IS ALLOWED STRONGBACK INSTALLATION DETAIL "-SSW TRUSS SECURE SSW OPEN WEB TRUSS TO WALL W/ SLOTTED CUP -WALL BY OTHERS BY OTHERS FACE ►• FACE EDGE ■. .■ ALTERNATE STRONGBACK LOCATION. / L2X4X24" SPUCE BLOCK (SPLICE BLOCK BY OTHERS) W/. 3- 10d MIN. NAILS EACH SIDE -FIELD INSTALLED. STRONGBACK CLIP (SBC4) w/ 3- 8d MIN. NAILS EACH SIDE-FIELD INSTALLED. TRUSS PERPENDICULAR TO NON — BEARING WALL SHEATHING,-.BY OTHERS 2 x 4 . BLOCKING 0 24" O.C. (FMBO) ATTACH TO EACH TRUSS W/ Z -CLIPS W/ 2 -10dx1 1/2 NAILS TRUSS PARALLEL TO NON—BEARING WALL ON LAYOUT 62 ]YPICAL DETAIL NOTES; 1: PRE—DRILL FOR ALL SCREWS GREATER THAN Y4 "o. CONNECTION DETAIL, PREPARED BY OTHERS, IS REQUIRED FOR SSI APPROVAL. 2. POINT LOADS GREATER THAN 100# REQUIRES A DETAIL, PREPARED BY OTHERS, PROVIDED FOR REVIEW AND ACCEPTANCE. 3. MAINTAIN 6" MINIMUM CLEARANCE FROM PINS. 4. ro SCREW OR LESS IS ALLOWED IN THE SIDE OF EITHER THE TOP OR BOTTOM CHORD. CONDITION A UNISTRUT, 2x, OR SIMILAR WITH 3" f6 MAXIMUM LAG SCREW CONDITION %"0 MAXIMUM COACH SCREW OR SUSPENDED CEILING EYE BOLT SEE DETAILS 1A-1D FOR ADDITIONAL COACH SCREW INFORMATION NOTES SLEEPERS FMBO (OVER 2 SSW OPEN WEB TRUSSES) AND 3 PANEL POINTS MIN. WAVAR B MECHANICAL SSw TRUSS PERPENDICULAR CONDITION 1. COORDINATE MECHANICAL LOCATIONS WITH LAYOUT AND SSW CALCULATIONS 2. SLEEPERS MUST BE LOCATED AT PANEL POINTS SEE TABLE IN PAN (Le.-MAN SHEATHING, BY OTHERS 7- SSW TRUSS Alh\ PANEL POINTS TABL 0 < 850# SHEATHING, 11 II NI, 3" BY OTHERS- I 11111 -1 11F/Adi LTB CONDMON C NOTE> LOAD < 850 LBS ✓ ✓ ✓ ✓ ✓✓ AT PANEL POINT (Le. PIN) (1) THE ABOVE LOADS ARE FOR A SINGLE TRUSS AND BE INCREASED FOR MULTIPLE TRUSSES. CONNECTIONS 2-16d TOE NAILS OR FACE NAILS EACH FOR SLOTTED BLOCK TO BOTTOM CHORD AND EACH END OF VERTICAL BLOCK. TOP CHORD METAL WEB NOTE: DO NOT INSTALL CONNECTORS WITHIN THE SAME PANEL SPACE. CONDITION C 2--1Od MAXIMUM NAILS PER CONNECTION (2 PER TRUSS), OR #10 SCREW INTO SIDE FACE OF TOP OR BOTTOM CHORD CONDITION D DIRECT APPLIED RESILIENT CHANNEL AND /OR GYPSUM BOARD CEILING, USE #1O SCREWS MAXIMUM, NO RESTRICTIONS RECOMMENDED B/C ATTACHMENT DETAILS PLUMBING /ELECTRICAL /CEILING ■ DO NOT CUT DRILL OR NOTCH CHORDS SHEATHING, BY OTHERS SHEATHING, BY OTHERS SLEEPERS (FMBO) (OVER 2 SSW OPEN WEB TRUSSES) PANEL POINTS SSW TRUSS PARALLEL CONDITION MECHANICAL LOADS ON SSW OPEN WEB TRUSSES SEE TABL 11,7 ** 1 1/8" x 3 1/2' NET CAN SSw TRUSS 2x4 ** REINFORCING BLOCK EACH SIDE, TIGHT TO TOP 2 -1 /2 "0 M.B. EACH PAIR* < 1600# 2x4 VERTICAL BLOCK '1 2x4 SLOTTED (FORK) BLOCK AT BOTTOM CHORD PIN (FACTORY OR FIELD INSTALLED) CONDITION D NOTE: LOAD < 1600 LBS .f QT AT PANEL POINT (i.e. PIN) * ALTERNATE "D" CONNECTION: IN LIEU OF 1/2'0 M.B.: 1/4 "0 DECK SCREWS OR 3/8'0 M.B. OR C.B. TYPICAL TOP CHORD LOAD > 100 LBS (2) THE TRUSSES HAVE BEEN DESIGNED TO A COMODATE ONLY THOSE POINT LOADS INDICATED ON THE PLACEMENT PLAN. ALL ADDITIONAL POINT LOADS NEED TO BE VERIFIED WITH DESIGN. ALL LOADING CONDITIONS ARE PROVIDED BY OTHERS. 100# LOAD CAN BE PLACED ANYWHERE. N- % PIN IS 1/2' FROM FACE OF SUPPORT AT C OF SSW TRUSS UNO FACE TO FACE)--- T/C or BC WIDTH 3 1/2" SSW 42, 43, 44 5 1/4" ssw 1i w p 4 . mil r-NO FASTENER HERE FASTENERS THIS SIDE OF BEARING CUP ONLY Ali N 1 P g. a Ns 45 SKEW END CONDITION BUTTED END CONDITION T/C DEPTH T BEARING (TYP) B/C DEPTH -• * 2" MINIMUM BEARING SURFACE - TYPICAL FILE COPY Permit No. FACTORY INSTALLED FIBER REINFORCEMENT, WHERE OCCURS FACTORY INSTALLED SLIDER, WHERE OCCURS -SEE B.O.M; SUPPORT SSW BEARING CLIP O WO- LID- BEARING & PIN 1 Ia b'Clictll;C�?I 1 I:_I2ctrical tV PIU 11101ng V Gas Piping v of Tukwila DIVISION E MOT,,z7i/ 'R'- CHORD, WHERE OCCURS SSW 42, 62, 42H, & 62H = 1 1/2" SSW 43 & 43H = 2 1/8" SSW 44 & 44H = 3" w� CI w W SSW FASTENER SCHEDULE (PER END) satmS o 1 4° 806 'TYPE OR 14 WOOD SCREW SERIE FA STENER U L CAPACrTY w SSW 42, 42H 2 -16d 200# 0 SSw 62, 62H 2 -1/4 x 3 1/2' SCREWS 800# 2 -20d 219# 900# 2 -1/411 x a' SCREWS 1034 L BOTTOM CHORD BEARING TRUSS SIMILAR SSW 43, 43H 2-1/4"o x 4 1/2 SCREWS SSW 44, 44H 2 -1/41 x e" SCREWS 1318# BEARING CLIPS SHOWN ARE Al TYPE. ALL SSW OPEN WEB TRUSSES ARE CAMBERED USING A 3000' RADIUS. ALL SSW 42, 62, 43, & 44 TRUSSES HAVE SPF (SPECIFIC GRAVITY .50) 2400MSR 2.0E TOP & BOTTOM CHORDS. ALL SSW 42H, 62H, 4.311, dz 44H TRUSSES HAVE DF (SPECIFIC GRAVITY .05) 2850E MSR TOP & BOTTOM CHORDS. FACE TO FACE)-4-- BEA ANGLES (TYP) T/C DEPTH Plan review approval 18 subject to errors and omlgsions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions Is acknowledged: Daite:, (; / - City of Tukwila BUILDING DIVISION * 1/2 TYP. BEARING MEMBER - REFER TO LAYOUT de to the scone ages s hall be ma approval �O WW1( wlthgu ilding plvlslor► submittal Tukwila require a new Plans tees. NO-1-E... Revisions will req 1� review and may include additional p ..... --e (FACE TO FACE u.1 0 wcL LI-V r BEARING & PIN " UNO -SEE BOM END -B C BEARING) (END —T /C BEARING) TYPICAL SSW OPEN WEB TRUSS PROFILE AND BEARING DETAILS C OD XE O'� C OMPLIANCE APPR JAS 16 L9 Cif �wil IL DI� N 1( ECEIVED NOV 1 4 2007 sIDR ARCHITECTS OPEN WEB RI�SS S SW PRODUCT COVER S HEET OF SSW OPEN WEB TRUSSES IT IS THE BUILDING CONTRACTOR'S RUPONSIBILITY TO UNLOAD THE SSW TRUSSES FROM THE TRUCK AND FOR ALL HANDUNG THEREAFTER. THE SSW OPEN WEB TRUSS GUARANTEE: ONLY APPLIES AS LONG AS THE THE PRODUCT IS NOT DAMAGED OR ALTERED IN ANY WAY, IS INSTALLED IN A WORKMANLIKE MANNER AND ACCORDING TO SSI INSTALLATION INFORMATION. SSW TRUSSES WILL BE DELIVERED TO THE JOBSITE IN BUNDLES BANDED TOGETHER FOR HANDLING EASE. TO AVOID DAMAGE, TRUSSES SHOULD F'E LEFT IN THESE BUNDLES UNTIL READY FOR INSTALLATION IN THE STRUT :TURF. A CARELESS CRANE OR FORKLIFT OPERATOR CAN DAMAGE SSW TRUSSES. NEVER HANDLE SSW TRUSSES FLAT - KEEP IN AN UPRIGHT POSITION. STORAGE OF SSW OR- WEB TRUSSES DURING STORAGE AT THE JOBSITE, KEEP SSW TRUSSES IN AN UPRIGHT POSITION. THE BUNDLES SHOULD BE SUPPORTED ON LEVEL STICKERS TO KEEP THE SSW TRUSSES OUT OF THE MUD AND DIRT. STACKING OF BUNDLES IS PERMITTED IF AN ADEQUATE NUMBER OF STICKERS ARE PROVIDED TO PREVENT DAMAGE AND NORMAL SAFETY PRECAUTIONS ARE FOLLOWED. ALL GLUT: USED IN SSW TRUSSES IS WATER PROOF, HOWEVER, LONG EXPOSI !RE TO WATER AND SUN WILL CAUSE SOME DETERIORATION AND CHECKING OF WOOD. SSW TRUSSES SHOULD RECEIVE THE S- ME PROTECTION FROM WEATHER AS OTHER WOOD PRODUCTS. TYPICAL SSW PROJECT NOTES 1. FOR NOTES, DETAILS, AND DIMENSIONS NOi ON THESE SHOP DRAWINGS, REFER TO PROJECT PLANS. 2. SEE BILLS OF MATERIAL FOR ITEMS FURNISHED. 3. ALL CLOUDED NOTES, DIMENSIONS, ETC. RT'QUIRE VERIFICATION AND MUST BE MARKED EITHER "OK" OR THE C:>RRECT INFORMATION PROVIDED BY CUSTOMER, PRIOR TO RETURN TO BEING RETURNED FOR FABRICATION. 4. PLEASE BE AWARE THAT ANY CLOUDED ITEMS NOT ACKNOWLEDGED WILL REQUIRE CONTACT WITH RESPONSIBLE PARTIES AND MAY CAUSE DELAY IN THE PROCESSING OF YOU: ORDER. 5. PLEASE VERIFY THAT ALL INFORMATION PROVIDED HEREWITH REFLECTS THE LATEST AVAILABLE PROJECT INFORMATION AND THAT ALL SSW TRUSS LENGTHS CORRESPOND WITH ACTUAL FIELD DIMENSIONS PRIOR TO BEING RETURNED FOR FABRICATION. 6. ALL BRACING SHOWN I5 INTEGRAL TO THE SSW OPEN WEB TRUSS SYSTEM AND IS NOT TEMPORARY OR ERECTION BRACING. THE SSW OPEN WEB TRUSS WILL NOT SAFELY SUPPORT LOADS UNTIL FULLY BRACED, FULLY ATTACHED TO BEARING WALLS OR BEAMS, AND SHEATHING, BY OTHERS IS PROPERLY INSTALLED (SEE LAYOUTS AND DETAILS). 7. POINT LOADS THAT EXCEED 100 LBS. AS imOICATED ON THE LAYOUT AND CALCULATIONS MUST BE ATTACHED PER DETAILS 1, 2, 4, HEREON. 8. INSTALLATION OF SSW OPEN WEB TRUSSES MUST FOLLOW ANY ADDITIONAL REQUIREMENTS INDICATED ON THE LAYOUTS AND IN THE CALCULATIONS, 9. ALL SSW OPEN WEB TRUSSES ARE DESIGN4:�1 FOR UNIFORM LOADS AND CONCENTRATED LOADS NOTED ON THESE DRAWINGS AND CALCULATIONS. TEMPORARY CONSTRUCTION LOADS WHICH CAUSE STRESSES BEYOND DESIGN CRITERIA ARE NOT PERMITTED. 10. ALL 2X, 4X, 6X ETC. FRAMING TO BE SUPPLIED BY OTHERS, UNO. (FMBO). 11. METAL STRAPS AND /OR TIES USED FOR SEISMIC PURPOSES THAT ARE NAILED TO THE TOP OF THE TOP CHORD ARE TO USE 10d NAILING AT NO LESS THAN 3" oc IN A ROW. ACCEPTABLE STRAPS FOR SSW TOP CHORDS ARE LTTI, LSTI, MSTI AND PAL. PLEASE CONTACT THE PROJECT MANAGER BELOW FOR ANY QUESTIONS AND /OR ISSUES WHERE NAILING INTO TOP CHORD IS A CONCERN. 12. SSW OPEN WEB TRUSS ARE NOT DESIGNED TO SUPPORT ANY FIRE SPRINKLER AND /OR MECHANICAL LOADS OTHER THAN WHAT IS SHOWN ON THESE SHOP DRAWINGS, AND OR WHAT HAS BEEN PROVIDED IN THE DESIGN DEAD LOAD(S). 13. THE PLACEMENT OF THE MECHANICAL UNITS AND SPRINKLER MAINS ARE TO BE AS NOTED ON THESE SHOP DRAWINGS. THE SUPPORTING TRUSSES HAVE BEEN SPECIFICALLY DESIGNED TO ACCOMMODATE THESE ITEMS. ALL COMPONENTS TRANSFERRING LOADS TO THE TRUSSES SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH THE DETAILS CONTAINED WITHIN THESE DRAWINGS. IF THE ACTUAL LOCATIONS DO NOT COINCIDE WITH THESE DRAWINGS CONTACT THE PROJECT MANAGER AT THE NUMBERS NOTED BELOW. 14. SSW TRUSS DESIGNS ARE IN ACCORDANCE WITH THE CURRENT ADOPTED EDITION OF THE IBC, CBC, AND NATIONAL DESIGN SPECIFICATION, AND CONFORM TO ICC-ES REPORT NO. ESR 1991. SSW TRUSSES ARE MANUFACTURED BY STANDARD STRUCTURES INC. WINDSOR, CALIFORNIA, USA. 15. ( DIMENSION) DENOTES: IFO (INSIDE FACE OF) SUPPORT TO IFO SUPPORT. * IN THE CASE OF A HANGER CONDITION, THIS SHALL BE THE INSIDE FACE OF THE HANGER SEAT. WALLS, BY OTHERS- 10901 OVER - r 3 TRUSSES NOTE': SSW TRUSSES IN LENGTHS OVER 50' ARE UNSTABLE. SEE LAYOUT FOR LONG SPAN ERECTION DETAIL. JOB SITE HAtIDLING INSTALLATION OF SSW OF LEGEND / ABBREVIATIONS SEE PROJECT PLANS FOR OTHER ABBREVIATIONS AND SYMBOLS USED. Ea--- SSI DETAIL (ON SHOP DRAWINGS) -- PROJECT PLAN DETAIL (PER PLANS) START SSW TRUSS LAYOUT 0 o/c SPACING STRONGBACK LOCATION DIRECTION OF ROOF SLOPE FMBO = FRAMING MATERIAL BY OTHERS VIF = VERIFY IN FIELD NIC = NOT IN CONTRACT UNO = UNLESS NOTED OTHERWISE FSML = FIRE SPRINKLER MAIN LINE FTF = FACE TO FACE (CLEAR SPAN OF TRUSS) MIL = MANUFACTURED TRUSS LENGTH OTCL = OVERALL TOP CHORD LENGTH (SLOPE LENGTH EBB = END BEARING BLOCK LTB = LOAD TRANSFER BLOCK LBS = POUNDS PSF = POUNDS PER SQUARE FOOT PLF = POUNDS PER LINEAL FOOT MFR. = MANUFACTURER 00/0. O.C. ON CENTER ([SPACING] SS THAN) BOM = BILL(S) OF MATERIAL (8 1/2 x 11 SHEETS) DBL = DOUBLE MEMBER(WL = TRIPLE MEMBER) OORRTEBREAMMS OVER . 1 • DO NOT PLACE HEAVY ITEMS ON TRUSSES BY OTHERS TRUSS STRONGBACK FIELD INSTALLED REF: 5 'DO NOT STAND OR WALK ON UNRRACEQ OR UNSHEATHED TRUSSES EN WEB TRUSSES CONTACTS PROJECT MANAGER TOM TAYLOR (888) - 988 -8804 FAX (951) -304 -2052 email: tomt@pcsbios.com TECHNICAL SALES REPRESENTATIVE ERIC GENTRY (928)-81 4-9363 FAX (928) -522 -0013 email: eric@pcsbias.com 0 U z 0 c0 ® 0 N co In 0 z 0 z w 0 N NI cL z .117 C () Q � c y < f N LL.I © 1 Le. < I O r z w 1 in 0 In JOB NO. 0) z CL w 5803 ©1© Ent' DEC 12 807 PERMIT CENTER SHEET NO. 1 OF NAIL TYPE NAIL SIZE MSR "R" CHORD FACE EDGE FACE EDGE Illy BOX 0.113"X2 1/2" 8d COMMON 0.131"X2 1/2" ',I•r� BOX 0.128"X3" 104 COMMON 0.148"X3" BOX 0.128"X3 1/4" 12d C OMMON 0.148"X3 1/4" BOX 0.135'X3 1/2" 16d SINKER 0.148"X3 1/4" COMMON 0.162"X3 1/2" LVL GUJLAM FACE EDGE FACE EDGE S... U 400 -U 830 ANGLE TO VERTICAL 3O' 60' 90' 400 590 830 ►may ICI■ ry;- ■il� Illy Ii� ',I•r� ninmmimwiimrAmrmwl BRACED WALL AT END OF BAY. A TTENTION 4' -0" MIN. STRIP OF SHEATHING, (FURNISHED BY OTHERS), TEMPORARY OR PERMANENT, IF END WALL IS NOT BRACED. - LATERALLY STABIUZE ENDS OF CANTILEVERED SSI 401515 WITH BLOCKING, BRACING. OR RIM. ERECTION BRACING NO ONE SHOULD BE ALLOWED ON ANY 551 JOIST UNTIL ALL HANGERS, BLOCKING, CROSSBRIDGING, IF REQ'D, AND TEMPORARY BRACING ARE IN PLACE AND NAILED SECURELY. SERIOUS ACCIDENTS MAY OCCUR UNLESS CARE IS TAKEN TO PROPERLY BRACE DURING CONSTRUCTION. THIS DETAIL SHOULD BE USED AS A GUIDELINE FOR ERECTION BRACING. STACK BUILDING MATERIALS OVER WALLS OR BEAMS ONLY -■ NOTE JOISTS AND BLOCKING AND/OR BRACING MUST BE FULLY NAILED. N.T.S. SEE NAIUN NAIL R SLOPED END BEARRING DETAIL FOR SIMPLE SPANS AND UNIFORM LOADS. THE FOLLOWING FORMULA MAY BE USED TO DETERMINE HOLE SPACING REQUIREMENTS: WHEREi. X no DISTANCE. IN FEET, FROM CENTERUNE OF SUPPORT TO CENTERUNE OF HOLE. L = JOIST SPAN, IN FEET, CENTERUNE OF SUPPORT TO CENTERLINE OF SUPPORT. 0 E. HOLE DIAMETER, IN INCHES. PTH H. =. -.WEB DE, IN INCHES. 4 I HOLE DETAIL SEE NOTE 3•-` PROVIDE SLOPED SEAT HANGERS OR BEVEL. BEARING PLATE FOR SLOPES 1/2.12 OR GREATER. UNLESS NOTED OTHERWISE DO NOT CUT TOP AND BOTTOM CHORDS 2" MAX `B STIFFENER G CHART FOR QUIREMENIS 2' MAX TIGHT FIT II F BOTTOM C BEARING WAIL OR BEAM 551 JOIST SUPPORT BOTTOM FLANGE OF 551 I -JOIST 0 LOW END OF SLOPE HORD L SSi 3/8 INCH 058. JOIST 7/16 INCH 050 1/2 INCH 058 DEPTH 3 -lOd 4 -10d 18 4 -Tod 5 -10d 20 5 -10d 7 -10d 7 -1Cd 8 -1Cd 24 B--10d 9 -10d 9 -10d 11 --10d 9 -10d 11 -led 30 9 -10d 11 --1Cd SEE NOTES 6,7 & FOR SIMPLE SPANS AND UNIFORM LOADS, A CHALK UNE CAN BE USED TO SHOW ALLOWABLE HOLE SIZES PERMITTED AT A GIVEN LOCATION ALONG THE SPAN. DO NOT INCREASE HOLE DIAMETER BEYOND TANGENT POINTS OF CHALK LINE AND CHORDS. THESE HOLES MAY BE PLACED ANYWHERE IN THE VERTICAL DIRECTION BETWEEN THE TOP AND BOTTOM CHORDS, PROVIDED A 0,125H GAP IS MAINTAINED BETWEEN HOLE AND CHORD. IF JOISTS ME CANTILEVERED OR IF CONCENTRATED LOADS ARE EXPECTED, CONTACT YOUR SALES REPRESENTATIVE FOR CORRECT HOLE LOCATIONS. REMEMBER THAT HOLES. AND ESPECIALLY LARGE AND MULTIPLE HOLES, TEND TO INCREASE DEFLECTION. 7- WEB STIFFENER, SEE NOTE 1, 5 STOP CHORD "-SSI JOIST WEB STIFFENER NAILING CHART SLOPED SEAT HANGERS OR- BEVEL BEARING PLATE MAY BE REQUIRED FOR SLOPES 1/212 OR GREATER SEE NOTE 3 & 5 I WEB STIFFENER ATTACHMENT TTOM CHORD TOP CHORD Ot OF 551 JOIST 0.125H 0.125H NOTES: GENERAL - DO NOT CUT THE WEB WITHIN D/2 OF THE SUPPORT CENTERLINE, OTHERWISE A 1 1/4" -INCH HOLE 0 24" O.C. CAN BE CUT IN THE WEB ANYWHERE, THE TOP AND BOTTOM CHORDS ME NEVER TO BE CUT. SQUARE HOLES -- THE SIDES OF SQUARE HOLES SHALL NOT EXCEED TWO THIRDS THE MAXIMUM ROUND HOLE DIAMETER. MULTIPLE HOLES -- WHERE MORE THAN ONE HOLE IS NECESSARY, THE DISTANCE BETWEEN HOLES MUST EXCEED TWICE THE DIAMETER OF THE LARGEST ROUND HOLE OR TWICE THE SIDE OF THE LARGEST SQUARE HOLE. SPECIAL - EXCEPTIONS WILL REQUIRE THAT ADDIT1ON1L SUBSTANTIATING DATA BE FURNISHED TO THE LOCAL BUILDING DEPARTMENT. N.T.S. CONCENTRATED LOAD ABOVCE„ FROM BEARING WALL, MECHANICAL CURB, ETC, WHERE OCCURS. SEE NOTE 7 TIGHT FIT- MAX. GAP - SST JOIST N.T.S. 1, STANDARD GRADE OR BETTER. 2x MINIMUM WEB STIFFENERS WILL BE SUPPLIED. AT 3 1/2" WIDE JOISTS. PLYWOOD WILL BE SUPPUED AT 1 1/2" AND 2 1/2" WIDE JOISTS. 2. THIS DIMENSION MAY BE 4" MAXIMUM WHEN WEB STIFFENERS ARE SHOP ATTACHED, AND NESTED FOR SHIPPING PURPOSES. TURN 551 JOISTS RIGHT SIDE UP FOR INSTALLATION PURPOSES. 3. USE 10d COMMON NAILS. SEE STRUCTURAL DRAWINGS FOR OTHER NAIUNG REQUIREMENTS. 4. CLINCH NAILS AT 3X NOMINAL FLANGES, OR USE 10d X 2 1/8 ". 5. TO PREVENT DAMAGE TO 551 JOISTS, DO NOT NAIL AGAINST WEB WITHOUT PROPER BACKING. 6. FOR 551 JOISTS 14" IN DEPTH AND LESS THAT DO REQUIRE WEB STIFFENERS, USE NAILING REQUIREMENTS AS SHOWN FOR 18" DEEP 1.101ST5. UNO. 7. INTERMEDIATE WEB STIFFENERS ARE NOT REQUIRED EXCEPT AT LOCATIONS WHERE JOISTS ARE SUPPORTING CONCENTRATED LOADS IN EXCESS OF 1750# POUNDS. 8. WEB STIFFENERS MAY NOT BE REQUIRED. REFER TO JOIST DESIGNS, BILL OF MATERIAL AND /OR PROJECT SPECIFIC DETAILS HEREIN N.T.S. 6 1 FIRE SPRINKLER ATTACHMENT 1/8" MIN. GAP l/2- MAX. GAP 3 & 4 SIDED BLOCKING PANEL LYWOOD JOINT OVER ONE JOIST (WHERE OCCURS) SSI JOIST "Y" ASSEMBLY SEQUENCE: 551 JOIST "Z"-E' STEP 1 - NAIL BLOCKS °A" TO FACE OF WEB ON JOIST "Y" ONLY. BACK WEB DURING NAILING TO PREVENT DAMAGE TO WEB -CHORD CONNECTION. STEP 2 - NAIL BLOCK B" TO BLOCK A. STEP 3 - NAIL THRU WEB OF JOIST ° Z ° TO BLOCKS "A" AND 'B'. REPEAT Siu'S 1 THRU 3 IF MORE THAN TWO JOISTS ARE TO BE JOINED. 8 1 MULTI - JOIST ASSEMBLY N om . 1. WEB STIFFENERS FOR MULTI JOIST ASSEMBLY WILL BE SUPPLIED BY OTHERS UNO TOP CHORD BOTTOM CHORD JOB NO. SHEET NO. 2 OF D 16d EA SIDE, 8 TOTAL PER CONNECTION, SEE NOTE 5 A 2X MIN., SEE NOTE 2 & 9- SEE NOTE 3 & 4- x EA. SIDE, SEE NOTE 2 & 9 SSI JOIST HANGER ROD, SEE NOTE 2 SEE NOTE 6 SEE NOTE 6 U -HOOK OR HANGER ROD, SEE NOTE 2 1. DETAILS SHOWN MAY BE USED FOR SIMILAR LOADING SITUATIONS (Le. DUCT SUPPORT, DRAIN PIPE SUPPORT, ETC.) 2. 2X D.F. STANDARD GRADE OR BETTER WEB FILLER AND HARDWARE BY OTHERS. DETAILS C , t 1& FJ ARE UMITED TO A MAXIMUM OF 250 OU NTSS. 3, SSI JOIST CAPACITY MUST BE VERIFIED FOR CONCENTRATED WADS. 4. CAPACITY OF CONNECTION TO SSI JOIST MAY BE INCREASED WITH ADDITIONAL NAILS OR BOLTS. VERIFY CAPACITY OF HARDWARE USED. 5. NAILS USED ARE TO BE COMMON WIRE TYPE, NAILS MAY HAVE TO BE STAGGERED AND OR HOLES PREDRIU.ED TO PREVENT WEB FILLER FROM SPLITTING. FILLER BLOCK BRACE LOAD LONGITUDINAL SWAY BRACE 1/8" MIN. GA 1/2" MAX. GAP VERTICAL LOAD RESISTED I - , ..� BY SSI JOIST • FACE MOUNTED HANGER, FILLER BLOCK 4X and SWAY BRACE, BY OTHERS SECTION A-A A, LENGTH SEE NOTE 6 .. TIGHT FIT 4 SIDED . jH, SEE NOTE Q 1 3 SIDED 1" MAXIMUM-- -3 -16d EACH SIDE, SEE NOTE 5 SWAY BRACE SSI JOIST ATTACH TO FILLER PER APPLICABLE STANDARDS FACE MOUNTED HANGER 1/8" MIN. GAP 1/2" MAX. GAP SEE NOTE 3 & 4 BLOCKING PANEL.: SEE NOTE 1 do 2 SEE NOTE 3 & 4 6. CONNECTION [IA THRU [j MAY BE USED ANYWHERE WITHIN THE JOIST SP 7. CONNECTION © TO BE LOCATED IN OUTER 1/3 OF SPAN. 8. COACH SCREW TO BE INSTALLED INTO PREDRILLEO HOLE. (DETAIL NOT TO BE USED WITH SSI 224 SERIES JOISTS.) 9. TO PREVENT DAMAGE TO SSI JOIST, DO NOT NAIL AGAINST WEB WITHOUT PROPER BACKING. 10. CEIUNG FLANGE WITH 2-18 GAUGE (0.2941 x 1 --1/2" WOOD SCREWS (1/8" PILOT HOLE REQUIRED) OR 2 -1/4" x 2" LAG SCREWS (1/8' PILOT HOLE REQUIRED). OFFSET SCREWS AS SHOWN. 11. FOR HIGHER FORCES THAN SHOWN, SEE LONGITUDINAL AND LATERAL, SWAY BRACE DETAILS. HORIZONTAL LOAD TRANSFER FROM BLOCK TO DIAPHRAGM LATERAL SWAY BRACE FOT ttLLOWABLE HOLE SIZE SEE DETAIL 4 (THIS SHEET) SWAY BRACE ATTACH TO SUB -PURUN PER APPUCABLE STANDARDS BRACE LOAD 2 X EA. SIDE, SEE NOTE 2 & 9• (2) U -HOOK OR HANGER ROD, SEE NOTE 2 SEE NOTE 6 & 10 3--16d EA SIDE. 6 TOTAL PER CONNECTION, SEE NOTE 5 SEE NOTE 6 (1) E TI L LOAD TO TRUSS (2) HORIZONTAL LOAD TRANSFER TO BE VERIFIED BY THE PROJECT DESIGN PROFESSIONAL OF RECORD. 9 (USED AT NON - BEARING, UNO; I.E. MIDSPAN, STRAPS & TIES, ETC.) BOTTOM CHOR 3 SIDED 551 4015TS _ may i ti HEADER SEE LAYOUT SEE NOTE 3 HEAD -OUT DETAIL 3/8 "0 MAX. COACH SCREW, SEE NOTE 2 & 8 SIMILAR • AT MULTI -JOIST WEB FILLER BY OTHERS, SEE NOTE 1 ATTACH W/ 15-16d NAILS 551 JOIST 551 JOIST SEE NOTE 7 I MX COACH SCREW TO BE INSTALLED INTO PREDRILLED HOLE AND LOCATED IN OUTER 1/3 OF SPAN. FIT. HEADER SEE NOTE #11 NOTES: 1. WEB FILLER, AT CONCENTRATED LOADS. TO PREVENT DAMAGE TO SS1 JOIST, DO NOT NAIL AGAINST WEB WITHOUT PROPER BACKING. 2. SEE BTU. OF MATERIALS AND OR LAYOUT FOR HANGER TYPE, NAIUNG REQUIREMENTS, AND IF WEB STIFFENERS ARE REQUIRED. 3. USE 10d NAILS WHEN POSSIBLE WHEN NAIUNG INTO TOP FLANGES. IF LARGER DIAMETER NAILS ARE REQUIRED. PRE-DRILLING OF. HOLES MAY BE NECESSARY TO PREVENT TOP FLANGE FROM SPLITTING. THIS NOTE DOES NOT APPLY TO SSI JOISTS WITH R- FLANGE. JOIST FLANGE CLAMP, SEE NOTE 2 SEE NOTE 3 SEE NOTE 6 3/8 "0 MAX. COACH SCREW, SEE NOTE 2 & 8 3/4' x 8' x 18" PLYWOOD EACH SIDE OF SSI WEB W /8-NO. 6x2" LONG (MIN.) DRYWALL SCREWS EACH SIDE. SWIVEL SWAY BRACE AND ATTACHMENT PER APPUCABLE STANDARDS ALLOWABLE HORIZONTAL SEISMIC FORCE LLB FOR FORCES PARALLEL OR PERPENDICULAR TO SSI JOISTS 1. 4 SIDED BLOCKING PANELS WILL BE PROVIDED BETWEEN 551 JOINTS AT TYPICAL. ON CENTER SPACING, UNO. 2. 3 SIDES' BLOCKING PANELS WILL BE PROVIDED BETWEEN SSI JOISTS AT ODD SPACES, UNO. 3. WHERE FIELD ASSEMBLY IS REQUIRED, ATTACH BLOCKING PANEL ENDS WITH 3 -10d NAILS MINIMUM, CUNCHED. SEE STRUCTURAL DRAWINGS FOR OTHER NAIUNG REQUIREMENTS. CUT BLOCKING PANEL TO LENGTH IN FIELD BEFORE ATTACHING BLOCKING PANEL END. 4. TO PREVENT DAMAGE TO 551 BLOCKING PANEL, DO NOT NAIL AGAINST WEB WITHOUT PROPER BACKING. 5, ATTACH BLOCKING PANELS TO 551 JOISTS WITH 3 -10d MINIMUM. NAIL THOUGH JOIST WEB INTO EDGE OF BLOCKING PANEL END. SID= STRUCTURAL DRAWINGS FOR OTHER NAILING REQUIREMENTS. 6. A RECOMMENDED 1/16-INCH MINIMUM TOTAL CLEARANCE BETWM 55I JOISTS CHORDS. 7 -SIMILAR AT MULTIPLE JOISTS °� 1 al O11l 1 1 BY O ' j11 1 VILS I_. 1 1 WEB FILLER BY OTHERS. SEE NOTE 1 ATTACH W/ 15-16d NAILS 2' MAX. GAP HANGER, SEE NOTE 2 N.T.S. MIRMININIMIIMENNOIMI N.T.S. S SIPRODUCT COVER SHEET 1. THE 551 JOIST IS A WOOD I- JOIST W1T11 WOOD CHORDS AND A SINGLE WEB OF VARYING THICKNESS, DEPENDING ON REQUIRED DESIGN. THE WEBS ARE GLUED AND INSTALLED BETWEEN THE TWO CHORDS. WEB BUTT JOINTS ARE GLUED TO FORM A CONTINUOUS WEB MEMBER. CONNECTION IS MADE BETWEEN THE WEB AND CHORD BY INSERTING THE WEB INTO SPECIALLY PREPARED GROOVES IN THE CHORDS WHICH ARE LOCATED IN ONE FACE OF THE CHORD. THE PROFILE OR SHAPE OF SSI JOIST MAY BE CONSTANT OR SINGLE TAPERED. 2. INTERMEDIATE WEB STIFFENERS ARE NOT REQUIRED EXCEPT AT LOCATIONS WHERE JOISTS ARE SUPPORTING CONCENTRATED LOADS. WEB ST1FFE HERS AT BEARING SUPPORT POINTS ARE NOT REQUIRED FOR S51 JOISTS THRU 26 -INCH DEEP, PROVIDED DESIGN SHEAR DOES NOT EXCEED 1600 POUNDS. IN ALL OTHER CASES, WEB STIFFENERS ARE REQUIRED AT ALL BEARING SUPPORTS FOR JOIST DEPTHS 16 INCHES AND DEEPER. SEE DETAIL 5 ON THIS SHEET. 3. THE COMPRESSION CHORD MUST BE CONTINUOUSLY LATERALLY SUPPORTED. THE ENDS OF THE JOISTS MUST BE RESTRAINED TO PREVENT ROLL OVER. THIS IS PROVIDED BY DIAPHRAGM SHEATHING ATTACHED TO THE TOP CHORD AND TO AN END WALL OR SHEAR TRANSFER PANELS CAPABLE OF TRANSFERRING A MINIMUM FORCE OF 50 plf. BLOCKING OR CROSS BRIDGING WITH EQUIVALENT STRENGTH MAY BE USED. 4. THE GLUE BOND BETWEEN THE CHORDS AND THE WEB 15 CRITICAL TO THE PERFORMANCE OF THE SSI JOIST. DO NOT POUND OUTWARD ON THE CHORDS. ONE HOUR FIRE - RESISTIVE FLOOR'" CEILING OR ROOF - CEILING ASSEMBLIES 11 S CONSTRUCTION DETAILS ARE NOTED AND DESCRIBED BELOW: ASSEMBLY 1: PLYWOOD OR APA RATED STRUCTURAL USE PANELS (EXPOSURE 1) AS REQUIRED BY THE CODE. SS11 JOISTS, SPACED 24 INCHES ON CENTER, MAXMUM. BASE LAYER OF 5/8 -INCH TYPE X GYPSUM WALLBOARD APPUED AT RIGHT ANGLES TO 551 JOISTS WITH 1 1/4 -INCH TYPE S DRYWALL SCREWS 24 INCHES ON CENTER. FACE LAYER OF 5/8-INCH TYPE X GYPSUM WALLBOARD OR TYPE X VENEER BASE APPUED AT RIGHT ANGLES TO 551 JOISTS THROUGH THE BASE LAYER WITH 1 7/8 -INCH TYPE S DRYWALL SCREWS 12 INCHES ON CENTER AT JOINTS AND INTERMEDIATE JOISTS. FACE LAYER JOINTS ARE OFFSET 24 INCHES FROM BASE LAYER JOINTS; 1 1/2 -INCH TYPE 0 DRYWALL SCREWS ARE PLACED 2 INCHES BACK ON EITHER SIDE OF FACE LAYER END JOINTS. ALTERNATE FASTENERS HAVING THE SAME SPACING AS THE SCREWS. MAY BE 1 7/8 -INCH 8d COOLER, BOX OR WALLBOARD NAILS FOR THE BASE LAYER AND 2 3/8 -INCH 8d COOLER, BOX OR WALLBOARD NAILS FOR THE FACE. LAYER. TYPE G DRYWALL SCREWS, 1 1/2 -INCH LONG ARE STILL REQUIRED AT THE END JOINTS OF THE FACE LAYER. SSI 401515 MAY BE SPACED A MAXIMUM OF 48 INCHES ON CENTER IF NOMINAL TWO BY STRIPPING OR RESIUENT CHANNELS ARE ATTACHED 24 INCHES ON CENTER AT RIGHT ANGLES TO THE SSI JOISTS AND THE TWO LAYERS OF GYPSUM WALLBOARD ARE APPUED PERPENDICULAR TO THE STRIPPING OR CHANNELS. THE TWO LAYERS OF GYPSUM WALLBOARD MUST BE SCREW ATTACHED AS DESCRIBED ABOVE. THE STRIPPING OR RESIUENT CHANNEL MUST BE DESIGNED TO CARRY THE DOUBLE LAYER GYPSUM WALLBOARD LOAD. AssEEIBLY 2: THE ASSEMBLY CONSISTS OF A SINGLE -LAYER FLOOR OF 19/32" THICK PLYWOOD OR APA -RATED STRUCTURAL -USE • PANELS(EXPOSURE 1) WITH 551 JOISTS SPACED UP TO 24" o /c, AND A CEIUNG OF TWO LAYERS OF GYPSUM WALLBOARD APPLIED TO THE BOTTOM CHORD. THE GYPSUM WALLBOARD SHALL BE 1/2" THICK TYPE X FOR ALL INSTALLATIONS EXCEPT THOSE WITH 551 26 JOISTS HAVING A DEPTH LESS THIN 12 ". FOR INSTALLATIONS WITH 55I 26 JOIST'S HAVING A DEPTH LESS THAN 12', THE GYPSUM WALLBOARD SHALL BE 1/2" THICK UNITED STATES GYPSUM COMPANY FIRECODE C OR NATIONAL GYPSUM COMPANY FIRE - SHIELD TYPE X. AS AN ALTERNATIVE, THE GYPSUM WALLBOARD SHALL BE 5/8" THICK TYPE X, INSTALLED AS DESCRIBED IN ASSEMBLY 1. THE PLYWOOD SHEATHING 15 APPLIED PERPENDICULARLY TO THE JOISTS AND ATTACHED THERETO WITH Bd NAILS SPACED AT 6" o /c. THE GYPSUM BOARD BASE LAYER IS APPUED PERPENDICULARLY, AND ATTACHED DIRECTLY, TO THE BOTTOM JOIST CHORD WITH 1 1/4° LONG TYPE S DRYWALL SCREWS, SPACED AT 24" o/c. THE FACE LAYER IS INSTALLED WITH JOINTS STAGGERED 24- IN EACH DIRECTION FROM JOINTS IN THE BASE LAYER. THE BOARD IS SECURED TO EACH JOIST WITH 1 7/8" LONG TYPE S DRYWALL SCREWS, SPACED AT 12" o/c AT JOINTS AND AT INTERMEDIATE SUPPORTS. ADDITIONAL 1 1/2" LONG TYPE 0 DRYWALL SCREWS ARE INSTALLED ALONG THE EXPOSED BUTT JOINTS OF THE SECOND LAYER. SPACED AT 12- o /c, IN ROWS 3" BACK FROM THE JOINT AND STAGGERED WITH TYPE 5 SCREWS. EXPOSED WALLBOARD JOINTS ARE TREATED WITH PAPER TAPE EMBEDDED IN THE JOINT COMPOUND, WHICH IS THEN COVERED WITH TWO COATS OF JOINT COMPOUND. SCREW HEADS ARE COVERED WITH TWO COATS OF JOINT COMPOUND. 551 JOISTS MAY BE USED IN ASSEMBUES UTIUZING TRUSSES DESCRIBED IN 1CC --ES ESR -1991 JOBSITE HANDLING OF SSI JOISTS IT IS THE CUSTOMER'S RESPONSIBILITY TO UNLOAD THE SSI JOISTS FROM THE TRUCK AND FOR ALL HANDLING THEREAFTER; THE S51 JOIST GUARANTEE ONLY APPUES SO LONG AS THE PRODUCT 15 NOT DAMAGED OR ALTERED IN ANY WAY AND IS INSTALLED IN A WORKMANUKE MANNER AND ACCORDING TO 551 INSTALLATION INFORMATION. SSI JOISTS WILL BE DELIVERED TO THE JOBSITE IN BUNDLES BANDED TOGETHER FOR HANDUNG. TO AVOID DAMAGE, THEY SHOULD BE KEPT IN THESE BUNDLES UNTIL THEY ARE READY TO BE INSTALLED IN THE STRUCTURE NEVER HANDLE SSI JOISTS FLAT. KEEP IN AN UPRIGHT POSITION. STORAGE OF SSI JOISTS WHILE BEING STORED AT THE JOBSITE, KEEP S51 JOISTS IN AN UPRIGHT PO5111ON. THE BUNDLES SHOULD BE SUPPORTED ON LEVEL STICKERS TO KEEP THE 551 JOISTS OUT OF THE MUD AND DIRT. STACKING OF BUNDLES IS PERMITTED IF AN ADEQUATE NUMBER OF STICKERS IS PROVIDED TO PREVENT DAMAGE AND NORMAL SAFETY PRECAUTIONS ARE FOLLOWED. ALL GLUE USED IN SSI JOISTS IS WATER PROOF. 551 JOISTS SHOULD RECEIVE THE SAME PROTECTION FROM WEATHER GIVEN OTHER WOOD PRODUCTS. HOWEVER, LONG EXPOSURE TO WATER AND SUN WILL CAUSE SOME DETERIORATION AND CHECKING OF WOOD. 10TSSI JOIST NOTES • WEB STIFFENER IF PRESENT SEE DETAIL 5 SSI JOISTS 2 SIDED BLOCKING PANEL GENERAL NOTES: 1. ALL CLOUDED NOTES, DIMENSIONS, ETC. REQUIRED VERIFICATION AND MUST BE MARKED EITHER "OK" OR THE CORRECT INFORMATION PROVIDED. 2. PLEASE BE AWARE THAT ANY CLOUDED ITEMS NOT ACKNOWLEDGED WILL REQUIRE TELEPHONE CALLS TO RESPONSIBLE PARTIES AND MAY CAUSE A DELAY IN THE MANUFACTURE OF' YOUR ORDER. 3. PLEASE VERIFY THAT ALL INFORMATION PROVIDED HEREWITH REFLECTS THE LATEST AVAILABLE PROJECT INFORMATION AND THAT ALL SSI JOISTS LENGTHS CORRESPOND WITH ACTUAL FIELD DIMENSIONS. 4. SST DETAILS SHOW MINIMUM NAIUNG ALLOWED. REFER TO PROJECT PLANS FOR MORE STRINGENT NAIUNG REQUIREMENTS. 5. IN PREPARATION OF THESE SHOP DRAWINGS, STANDARD STRUCTURES NW HAS REUED UPON PLANS OR SPECIFICATIONS OR OTHER INFORMATION PREPARED BY REPRESENTATIVES OF OWNER AND CANNOT BE RESPONSIBLE IF THE INFORMATION FURNISHED TO STANDARD STRUCTURES NW IS ERRONEOUS. BUYER OR HIS AGENT, SHALL APPROVE THESE SHOP DRAWING FOR DIMENSIONS, QUANTITIES, SPECIFICATIONS AND DETAILS. 6. S51 JOIST ARE IN ACCORDANCE WITH THE CURRENT ADOPTED EDITION OF THE IBC, CSC, AND NATIONAL DESIGN SPECIFICATION, AND CONFORM TO ICC -ES ESR -1991. SSI JOIST ARE MANUFACTURED BY STANDARD STRUCTURES INC. WINDSOR, CALIFORNIA, USA. ASSEMBLY F-1 Q PLYWOOD OR APA STRUCTURAL PANEL 0 SSI JOIST C) TWO LAYERS 5/8 -INCH TYPE X GYPSUM WALLBOARD y _ LENGTH, SEE NOTE 2. NGTES: 1. ATTACH SSI BLOCKING PANELS TO SUPPORT BELOW THROUGH BOTTOM CHORD WITH 8d NAILS 0 12" oc EACH SIDE. SEE STRUCTURAL DRAWING FOR OTHER REQUIREMENTS. 2. A RECOMMENDED 1/16-INCH MINIMUM TOTAL CLEARANCE BMIM SSI JOISTS CHORDS. 3. BLOCKING PANELS NOT SHOWN FOR CLARITY. 4, ATTACH SSI JOISTS TO BEARING SUPPORT BELOW WITH 1 -10d EACH SIDE 1 1/2" MINIMUM FROM EDGE OF 4015T). SEE STRUCTURAL DRAWINGS FOR OTHER REQUIREMENTS. (USED AT BEARING CONDITIONS, UNO) N.T.S. LEGEND 1. ABBREVIATIONS SEE PROJECT PLANS FOR OTHER ABBREVIATIONS AND SYMBOLS USED. SSI DETAIL (ON SHOP DRAWINGS) - PROJECT PLAN DETAIL (PER PLANS) START SSI JOIST LAYOUT 0 o/c SPACING DIRECTION OF ROOF SLOPE FMBO = FRAMING MA1ERIAL BY OTHERS VIF = VERIFY IN FIELD NIC = NOT IN CONTRACT UNO = UNLESS NOTED OTHERWISE FSML = FIRE SPRINKLER MAIN LINE L.BS = POUNDS PSF = POUNDS PER SQUARE FOOT PLF = POUNDS PER LINEAL FOOT MFR. = MANUFACTURER > = GREATER THAN (< = LESS THAN) o /c, O.C. = ON CENTER [SPACING] BOM = BILL(S) OF MATERIAL (8 1/2 x 11 SHEETS) DBL = DOUBLE MEMBER (TPL = TRIPLE MEMBER) 551 JOIST EXAMPLE: 0" SSI 3 2 M X 3/8" MINIMUM, 1/2" MAXIMUM INHERE THE SSI :GIST HANG S ARE SUPPOR `TREATED PLATE USE GALVANIZED NAILS. JOIST NAIUNG CHART JOIST EDGE friQ7 1 REINFORCEMENT REQUIRED CONTACTS TECHNICAL SALES REPRESENTATIVE ERIC GENTRY (928)-814-9363 FAX (928) -522- -0013 e.ilrlil: ericCpcsbios.com -SHOP ATTACHED REINFORCEMENT (R CHORD) TOP CHORD WEB CHORD OT BOTTOM SSI JOIST REINFORCED EXAMPLE: 16" SSI 4 3 M X R 0 GRADE OF FLANGE THICKNESS OF OSB WEB: Me = F11 (SPECIFIC GRAVITY .48) M F8 (SPECIFIC GRAVITY .50) MXH = F2 (SPECIFIC GRAVITY M /Me 3/8" MX /MXH *" 1/2" BEAM NAIUNG CHART FACE isDO NOT CUT, DRILL OR NOTCH CHORDS ■DO NOT OVER CUT SQUARE HOLES IN WEB PROJECT MANAGER TOM TAYLOR FAX (951)-304-2052 email: tomt@pCsbios.com w I- a u c).( < > N • 0 1 h i I-- I- 0 (qo a) (4 (i) chE w C N LI N < . ce EX mow.® Q O 2 Z d er z 0 Ci N g H O Q W i I X Et re CI N- In ` 11v /E DEC 12 2007 PERMIT GENII 2 C 2 Ck C La c 5 Ili BRACED WALL AT END OF BAY. A TTENTION 4' -0" MIN. STRIP OF SHEATHING, (FURNISHED BY OTHERS), TEMPORARY OR PERMANENT, IF END WALL IS NOT BRACED. - LATERALLY STABIUZE ENDS OF CANTILEVERED SSI 401515 WITH BLOCKING, BRACING. OR RIM. ERECTION BRACING NO ONE SHOULD BE ALLOWED ON ANY 551 JOIST UNTIL ALL HANGERS, BLOCKING, CROSSBRIDGING, IF REQ'D, AND TEMPORARY BRACING ARE IN PLACE AND NAILED SECURELY. SERIOUS ACCIDENTS MAY OCCUR UNLESS CARE IS TAKEN TO PROPERLY BRACE DURING CONSTRUCTION. THIS DETAIL SHOULD BE USED AS A GUIDELINE FOR ERECTION BRACING. STACK BUILDING MATERIALS OVER WALLS OR BEAMS ONLY -■ NOTE JOISTS AND BLOCKING AND/OR BRACING MUST BE FULLY NAILED. N.T.S. SEE NAIUN NAIL R SLOPED END BEARRING DETAIL FOR SIMPLE SPANS AND UNIFORM LOADS. THE FOLLOWING FORMULA MAY BE USED TO DETERMINE HOLE SPACING REQUIREMENTS: WHEREi. X no DISTANCE. IN FEET, FROM CENTERUNE OF SUPPORT TO CENTERUNE OF HOLE. L = JOIST SPAN, IN FEET, CENTERUNE OF SUPPORT TO CENTERLINE OF SUPPORT. 0 E. HOLE DIAMETER, IN INCHES. PTH H. =. -.WEB DE, IN INCHES. 4 I HOLE DETAIL SEE NOTE 3•-` PROVIDE SLOPED SEAT HANGERS OR BEVEL. BEARING PLATE FOR SLOPES 1/2.12 OR GREATER. UNLESS NOTED OTHERWISE DO NOT CUT TOP AND BOTTOM CHORDS 2" MAX `B STIFFENER G CHART FOR QUIREMENIS 2' MAX TIGHT FIT II F BOTTOM C BEARING WAIL OR BEAM 551 JOIST SUPPORT BOTTOM FLANGE OF 551 I -JOIST 0 LOW END OF SLOPE HORD L SSi 3/8 INCH 058. JOIST 7/16 INCH 050 1/2 INCH 058 DEPTH 3 -lOd 4 -10d 18 4 -Tod 5 -10d 20 5 -10d 7 -10d 7 -1Cd 8 -1Cd 24 B--10d 9 -10d 9 -10d 11 --10d 9 -10d 11 -led 30 9 -10d 11 --1Cd SEE NOTES 6,7 & FOR SIMPLE SPANS AND UNIFORM LOADS, A CHALK UNE CAN BE USED TO SHOW ALLOWABLE HOLE SIZES PERMITTED AT A GIVEN LOCATION ALONG THE SPAN. DO NOT INCREASE HOLE DIAMETER BEYOND TANGENT POINTS OF CHALK LINE AND CHORDS. THESE HOLES MAY BE PLACED ANYWHERE IN THE VERTICAL DIRECTION BETWEEN THE TOP AND BOTTOM CHORDS, PROVIDED A 0,125H GAP IS MAINTAINED BETWEEN HOLE AND CHORD. IF JOISTS ME CANTILEVERED OR IF CONCENTRATED LOADS ARE EXPECTED, CONTACT YOUR SALES REPRESENTATIVE FOR CORRECT HOLE LOCATIONS. REMEMBER THAT HOLES. AND ESPECIALLY LARGE AND MULTIPLE HOLES, TEND TO INCREASE DEFLECTION. 7- WEB STIFFENER, SEE NOTE 1, 5 STOP CHORD "-SSI JOIST WEB STIFFENER NAILING CHART SLOPED SEAT HANGERS OR- BEVEL BEARING PLATE MAY BE REQUIRED FOR SLOPES 1/212 OR GREATER SEE NOTE 3 & 5 I WEB STIFFENER ATTACHMENT TTOM CHORD TOP CHORD Ot OF 551 JOIST 0.125H 0.125H NOTES: GENERAL - DO NOT CUT THE WEB WITHIN D/2 OF THE SUPPORT CENTERLINE, OTHERWISE A 1 1/4" -INCH HOLE 0 24" O.C. CAN BE CUT IN THE WEB ANYWHERE, THE TOP AND BOTTOM CHORDS ME NEVER TO BE CUT. SQUARE HOLES -- THE SIDES OF SQUARE HOLES SHALL NOT EXCEED TWO THIRDS THE MAXIMUM ROUND HOLE DIAMETER. MULTIPLE HOLES -- WHERE MORE THAN ONE HOLE IS NECESSARY, THE DISTANCE BETWEEN HOLES MUST EXCEED TWICE THE DIAMETER OF THE LARGEST ROUND HOLE OR TWICE THE SIDE OF THE LARGEST SQUARE HOLE. SPECIAL - EXCEPTIONS WILL REQUIRE THAT ADDIT1ON1L SUBSTANTIATING DATA BE FURNISHED TO THE LOCAL BUILDING DEPARTMENT. N.T.S. CONCENTRATED LOAD ABOVCE„ FROM BEARING WALL, MECHANICAL CURB, ETC, WHERE OCCURS. SEE NOTE 7 TIGHT FIT- MAX. GAP - SST JOIST N.T.S. 1, STANDARD GRADE OR BETTER. 2x MINIMUM WEB STIFFENERS WILL BE SUPPLIED. AT 3 1/2" WIDE JOISTS. PLYWOOD WILL BE SUPPUED AT 1 1/2" AND 2 1/2" WIDE JOISTS. 2. THIS DIMENSION MAY BE 4" MAXIMUM WHEN WEB STIFFENERS ARE SHOP ATTACHED, AND NESTED FOR SHIPPING PURPOSES. TURN 551 JOISTS RIGHT SIDE UP FOR INSTALLATION PURPOSES. 3. USE 10d COMMON NAILS. SEE STRUCTURAL DRAWINGS FOR OTHER NAIUNG REQUIREMENTS. 4. CLINCH NAILS AT 3X NOMINAL FLANGES, OR USE 10d X 2 1/8 ". 5. TO PREVENT DAMAGE TO 551 JOISTS, DO NOT NAIL AGAINST WEB WITHOUT PROPER BACKING. 6. FOR 551 JOISTS 14" IN DEPTH AND LESS THAT DO REQUIRE WEB STIFFENERS, USE NAILING REQUIREMENTS AS SHOWN FOR 18" DEEP 1.101ST5. UNO. 7. INTERMEDIATE WEB STIFFENERS ARE NOT REQUIRED EXCEPT AT LOCATIONS WHERE JOISTS ARE SUPPORTING CONCENTRATED LOADS IN EXCESS OF 1750# POUNDS. 8. WEB STIFFENERS MAY NOT BE REQUIRED. REFER TO JOIST DESIGNS, BILL OF MATERIAL AND /OR PROJECT SPECIFIC DETAILS HEREIN N.T.S. 6 1 FIRE SPRINKLER ATTACHMENT 1/8" MIN. GAP l/2- MAX. GAP 3 & 4 SIDED BLOCKING PANEL LYWOOD JOINT OVER ONE JOIST (WHERE OCCURS) SSI JOIST "Y" ASSEMBLY SEQUENCE: 551 JOIST "Z"-E' STEP 1 - NAIL BLOCKS °A" TO FACE OF WEB ON JOIST "Y" ONLY. BACK WEB DURING NAILING TO PREVENT DAMAGE TO WEB -CHORD CONNECTION. STEP 2 - NAIL BLOCK B" TO BLOCK A. STEP 3 - NAIL THRU WEB OF JOIST ° Z ° TO BLOCKS "A" AND 'B'. REPEAT Siu'S 1 THRU 3 IF MORE THAN TWO JOISTS ARE TO BE JOINED. 8 1 MULTI - JOIST ASSEMBLY N om . 1. WEB STIFFENERS FOR MULTI JOIST ASSEMBLY WILL BE SUPPLIED BY OTHERS UNO TOP CHORD BOTTOM CHORD JOB NO. SHEET NO. 2 OF D 16d EA SIDE, 8 TOTAL PER CONNECTION, SEE NOTE 5 A 2X MIN., SEE NOTE 2 & 9- SEE NOTE 3 & 4- x EA. SIDE, SEE NOTE 2 & 9 SSI JOIST HANGER ROD, SEE NOTE 2 SEE NOTE 6 SEE NOTE 6 U -HOOK OR HANGER ROD, SEE NOTE 2 1. DETAILS SHOWN MAY BE USED FOR SIMILAR LOADING SITUATIONS (Le. DUCT SUPPORT, DRAIN PIPE SUPPORT, ETC.) 2. 2X D.F. STANDARD GRADE OR BETTER WEB FILLER AND HARDWARE BY OTHERS. DETAILS C , t 1& FJ ARE UMITED TO A MAXIMUM OF 250 OU NTSS. 3, SSI JOIST CAPACITY MUST BE VERIFIED FOR CONCENTRATED WADS. 4. CAPACITY OF CONNECTION TO SSI JOIST MAY BE INCREASED WITH ADDITIONAL NAILS OR BOLTS. VERIFY CAPACITY OF HARDWARE USED. 5. NAILS USED ARE TO BE COMMON WIRE TYPE, NAILS MAY HAVE TO BE STAGGERED AND OR HOLES PREDRIU.ED TO PREVENT WEB FILLER FROM SPLITTING. FILLER BLOCK BRACE LOAD LONGITUDINAL SWAY BRACE 1/8" MIN. GA 1/2" MAX. GAP VERTICAL LOAD RESISTED I - , ..� BY SSI JOIST • FACE MOUNTED HANGER, FILLER BLOCK 4X and SWAY BRACE, BY OTHERS SECTION A-A A, LENGTH SEE NOTE 6 .. TIGHT FIT 4 SIDED . jH, SEE NOTE Q 1 3 SIDED 1" MAXIMUM-- -3 -16d EACH SIDE, SEE NOTE 5 SWAY BRACE SSI JOIST ATTACH TO FILLER PER APPLICABLE STANDARDS FACE MOUNTED HANGER 1/8" MIN. GAP 1/2" MAX. GAP SEE NOTE 3 & 4 BLOCKING PANEL.: SEE NOTE 1 do 2 SEE NOTE 3 & 4 6. CONNECTION [IA THRU [j MAY BE USED ANYWHERE WITHIN THE JOIST SP 7. CONNECTION © TO BE LOCATED IN OUTER 1/3 OF SPAN. 8. COACH SCREW TO BE INSTALLED INTO PREDRILLEO HOLE. (DETAIL NOT TO BE USED WITH SSI 224 SERIES JOISTS.) 9. TO PREVENT DAMAGE TO SSI JOIST, DO NOT NAIL AGAINST WEB WITHOUT PROPER BACKING. 10. CEIUNG FLANGE WITH 2-18 GAUGE (0.2941 x 1 --1/2" WOOD SCREWS (1/8" PILOT HOLE REQUIRED) OR 2 -1/4" x 2" LAG SCREWS (1/8' PILOT HOLE REQUIRED). OFFSET SCREWS AS SHOWN. 11. FOR HIGHER FORCES THAN SHOWN, SEE LONGITUDINAL AND LATERAL, SWAY BRACE DETAILS. HORIZONTAL LOAD TRANSFER FROM BLOCK TO DIAPHRAGM LATERAL SWAY BRACE FOT ttLLOWABLE HOLE SIZE SEE DETAIL 4 (THIS SHEET) SWAY BRACE ATTACH TO SUB -PURUN PER APPUCABLE STANDARDS BRACE LOAD 2 X EA. SIDE, SEE NOTE 2 & 9• (2) U -HOOK OR HANGER ROD, SEE NOTE 2 SEE NOTE 6 & 10 3--16d EA SIDE. 6 TOTAL PER CONNECTION, SEE NOTE 5 SEE NOTE 6 (1) E TI L LOAD TO TRUSS (2) HORIZONTAL LOAD TRANSFER TO BE VERIFIED BY THE PROJECT DESIGN PROFESSIONAL OF RECORD. 9 (USED AT NON - BEARING, UNO; I.E. MIDSPAN, STRAPS & TIES, ETC.) BOTTOM CHOR 3 SIDED 551 4015TS _ may i ti HEADER SEE LAYOUT SEE NOTE 3 HEAD -OUT DETAIL 3/8 "0 MAX. COACH SCREW, SEE NOTE 2 & 8 SIMILAR • AT MULTI -JOIST WEB FILLER BY OTHERS, SEE NOTE 1 ATTACH W/ 15-16d NAILS 551 JOIST 551 JOIST SEE NOTE 7 I MX COACH SCREW TO BE INSTALLED INTO PREDRILLED HOLE AND LOCATED IN OUTER 1/3 OF SPAN. FIT. HEADER SEE NOTE #11 NOTES: 1. WEB FILLER, AT CONCENTRATED LOADS. TO PREVENT DAMAGE TO SS1 JOIST, DO NOT NAIL AGAINST WEB WITHOUT PROPER BACKING. 2. SEE BTU. OF MATERIALS AND OR LAYOUT FOR HANGER TYPE, NAIUNG REQUIREMENTS, AND IF WEB STIFFENERS ARE REQUIRED. 3. USE 10d NAILS WHEN POSSIBLE WHEN NAIUNG INTO TOP FLANGES. IF LARGER DIAMETER NAILS ARE REQUIRED. PRE-DRILLING OF. HOLES MAY BE NECESSARY TO PREVENT TOP FLANGE FROM SPLITTING. THIS NOTE DOES NOT APPLY TO SSI JOISTS WITH R- FLANGE. JOIST FLANGE CLAMP, SEE NOTE 2 SEE NOTE 3 SEE NOTE 6 3/8 "0 MAX. COACH SCREW, SEE NOTE 2 & 8 3/4' x 8' x 18" PLYWOOD EACH SIDE OF SSI WEB W /8-NO. 6x2" LONG (MIN.) DRYWALL SCREWS EACH SIDE. SWIVEL SWAY BRACE AND ATTACHMENT PER APPUCABLE STANDARDS ALLOWABLE HORIZONTAL SEISMIC FORCE LLB FOR FORCES PARALLEL OR PERPENDICULAR TO SSI JOISTS 1. 4 SIDED BLOCKING PANELS WILL BE PROVIDED BETWEEN 551 JOINTS AT TYPICAL. ON CENTER SPACING, UNO. 2. 3 SIDES' BLOCKING PANELS WILL BE PROVIDED BETWEEN SSI JOISTS AT ODD SPACES, UNO. 3. WHERE FIELD ASSEMBLY IS REQUIRED, ATTACH BLOCKING PANEL ENDS WITH 3 -10d NAILS MINIMUM, CUNCHED. SEE STRUCTURAL DRAWINGS FOR OTHER NAIUNG REQUIREMENTS. CUT BLOCKING PANEL TO LENGTH IN FIELD BEFORE ATTACHING BLOCKING PANEL END. 4. TO PREVENT DAMAGE TO 551 BLOCKING PANEL, DO NOT NAIL AGAINST WEB WITHOUT PROPER BACKING. 5, ATTACH BLOCKING PANELS TO 551 JOISTS WITH 3 -10d MINIMUM. NAIL THOUGH JOIST WEB INTO EDGE OF BLOCKING PANEL END. SID= STRUCTURAL DRAWINGS FOR OTHER NAILING REQUIREMENTS. 6. A RECOMMENDED 1/16-INCH MINIMUM TOTAL CLEARANCE BETWM 55I JOISTS CHORDS. 7 -SIMILAR AT MULTIPLE JOISTS °� 1 al O11l 1 1 BY O ' j11 1 VILS I_. 1 1 WEB FILLER BY OTHERS. SEE NOTE 1 ATTACH W/ 15-16d NAILS 2' MAX. GAP HANGER, SEE NOTE 2 N.T.S. MIRMININIMIIMENNOIMI N.T.S. S SIPRODUCT COVER SHEET 1. THE 551 JOIST IS A WOOD I- JOIST W1T11 WOOD CHORDS AND A SINGLE WEB OF VARYING THICKNESS, DEPENDING ON REQUIRED DESIGN. THE WEBS ARE GLUED AND INSTALLED BETWEEN THE TWO CHORDS. WEB BUTT JOINTS ARE GLUED TO FORM A CONTINUOUS WEB MEMBER. CONNECTION IS MADE BETWEEN THE WEB AND CHORD BY INSERTING THE WEB INTO SPECIALLY PREPARED GROOVES IN THE CHORDS WHICH ARE LOCATED IN ONE FACE OF THE CHORD. THE PROFILE OR SHAPE OF SSI JOIST MAY BE CONSTANT OR SINGLE TAPERED. 2. INTERMEDIATE WEB STIFFENERS ARE NOT REQUIRED EXCEPT AT LOCATIONS WHERE JOISTS ARE SUPPORTING CONCENTRATED LOADS. WEB ST1FFE HERS AT BEARING SUPPORT POINTS ARE NOT REQUIRED FOR S51 JOISTS THRU 26 -INCH DEEP, PROVIDED DESIGN SHEAR DOES NOT EXCEED 1600 POUNDS. IN ALL OTHER CASES, WEB STIFFENERS ARE REQUIRED AT ALL BEARING SUPPORTS FOR JOIST DEPTHS 16 INCHES AND DEEPER. SEE DETAIL 5 ON THIS SHEET. 3. THE COMPRESSION CHORD MUST BE CONTINUOUSLY LATERALLY SUPPORTED. THE ENDS OF THE JOISTS MUST BE RESTRAINED TO PREVENT ROLL OVER. THIS IS PROVIDED BY DIAPHRAGM SHEATHING ATTACHED TO THE TOP CHORD AND TO AN END WALL OR SHEAR TRANSFER PANELS CAPABLE OF TRANSFERRING A MINIMUM FORCE OF 50 plf. BLOCKING OR CROSS BRIDGING WITH EQUIVALENT STRENGTH MAY BE USED. 4. THE GLUE BOND BETWEEN THE CHORDS AND THE WEB 15 CRITICAL TO THE PERFORMANCE OF THE SSI JOIST. DO NOT POUND OUTWARD ON THE CHORDS. ONE HOUR FIRE - RESISTIVE FLOOR'" CEILING OR ROOF - CEILING ASSEMBLIES 11 S CONSTRUCTION DETAILS ARE NOTED AND DESCRIBED BELOW: ASSEMBLY 1: PLYWOOD OR APA RATED STRUCTURAL USE PANELS (EXPOSURE 1) AS REQUIRED BY THE CODE. SS11 JOISTS, SPACED 24 INCHES ON CENTER, MAXMUM. BASE LAYER OF 5/8 -INCH TYPE X GYPSUM WALLBOARD APPUED AT RIGHT ANGLES TO 551 JOISTS WITH 1 1/4 -INCH TYPE S DRYWALL SCREWS 24 INCHES ON CENTER. FACE LAYER OF 5/8-INCH TYPE X GYPSUM WALLBOARD OR TYPE X VENEER BASE APPUED AT RIGHT ANGLES TO 551 JOISTS THROUGH THE BASE LAYER WITH 1 7/8 -INCH TYPE S DRYWALL SCREWS 12 INCHES ON CENTER AT JOINTS AND INTERMEDIATE JOISTS. FACE LAYER JOINTS ARE OFFSET 24 INCHES FROM BASE LAYER JOINTS; 1 1/2 -INCH TYPE 0 DRYWALL SCREWS ARE PLACED 2 INCHES BACK ON EITHER SIDE OF FACE LAYER END JOINTS. ALTERNATE FASTENERS HAVING THE SAME SPACING AS THE SCREWS. MAY BE 1 7/8 -INCH 8d COOLER, BOX OR WALLBOARD NAILS FOR THE BASE LAYER AND 2 3/8 -INCH 8d COOLER, BOX OR WALLBOARD NAILS FOR THE FACE. LAYER. TYPE G DRYWALL SCREWS, 1 1/2 -INCH LONG ARE STILL REQUIRED AT THE END JOINTS OF THE FACE LAYER. SSI 401515 MAY BE SPACED A MAXIMUM OF 48 INCHES ON CENTER IF NOMINAL TWO BY STRIPPING OR RESIUENT CHANNELS ARE ATTACHED 24 INCHES ON CENTER AT RIGHT ANGLES TO THE SSI JOISTS AND THE TWO LAYERS OF GYPSUM WALLBOARD ARE APPUED PERPENDICULAR TO THE STRIPPING OR CHANNELS. THE TWO LAYERS OF GYPSUM WALLBOARD MUST BE SCREW ATTACHED AS DESCRIBED ABOVE. THE STRIPPING OR RESIUENT CHANNEL MUST BE DESIGNED TO CARRY THE DOUBLE LAYER GYPSUM WALLBOARD LOAD. AssEEIBLY 2: THE ASSEMBLY CONSISTS OF A SINGLE -LAYER FLOOR OF 19/32" THICK PLYWOOD OR APA -RATED STRUCTURAL -USE • PANELS(EXPOSURE 1) WITH 551 JOISTS SPACED UP TO 24" o /c, AND A CEIUNG OF TWO LAYERS OF GYPSUM WALLBOARD APPLIED TO THE BOTTOM CHORD. THE GYPSUM WALLBOARD SHALL BE 1/2" THICK TYPE X FOR ALL INSTALLATIONS EXCEPT THOSE WITH 551 26 JOISTS HAVING A DEPTH LESS THIN 12 ". FOR INSTALLATIONS WITH 55I 26 JOIST'S HAVING A DEPTH LESS THAN 12', THE GYPSUM WALLBOARD SHALL BE 1/2" THICK UNITED STATES GYPSUM COMPANY FIRECODE C OR NATIONAL GYPSUM COMPANY FIRE - SHIELD TYPE X. AS AN ALTERNATIVE, THE GYPSUM WALLBOARD SHALL BE 5/8" THICK TYPE X, INSTALLED AS DESCRIBED IN ASSEMBLY 1. THE PLYWOOD SHEATHING 15 APPLIED PERPENDICULARLY TO THE JOISTS AND ATTACHED THERETO WITH Bd NAILS SPACED AT 6" o /c. THE GYPSUM BOARD BASE LAYER IS APPUED PERPENDICULARLY, AND ATTACHED DIRECTLY, TO THE BOTTOM JOIST CHORD WITH 1 1/4° LONG TYPE S DRYWALL SCREWS, SPACED AT 24" o/c. THE FACE LAYER IS INSTALLED WITH JOINTS STAGGERED 24- IN EACH DIRECTION FROM JOINTS IN THE BASE LAYER. THE BOARD IS SECURED TO EACH JOIST WITH 1 7/8" LONG TYPE S DRYWALL SCREWS, SPACED AT 12" o/c AT JOINTS AND AT INTERMEDIATE SUPPORTS. ADDITIONAL 1 1/2" LONG TYPE 0 DRYWALL SCREWS ARE INSTALLED ALONG THE EXPOSED BUTT JOINTS OF THE SECOND LAYER. SPACED AT 12- o /c, IN ROWS 3" BACK FROM THE JOINT AND STAGGERED WITH TYPE 5 SCREWS. EXPOSED WALLBOARD JOINTS ARE TREATED WITH PAPER TAPE EMBEDDED IN THE JOINT COMPOUND, WHICH IS THEN COVERED WITH TWO COATS OF JOINT COMPOUND. SCREW HEADS ARE COVERED WITH TWO COATS OF JOINT COMPOUND. 551 JOISTS MAY BE USED IN ASSEMBUES UTIUZING TRUSSES DESCRIBED IN 1CC --ES ESR -1991 JOBSITE HANDLING OF SSI JOISTS IT IS THE CUSTOMER'S RESPONSIBILITY TO UNLOAD THE SSI JOISTS FROM THE TRUCK AND FOR ALL HANDLING THEREAFTER; THE S51 JOIST GUARANTEE ONLY APPUES SO LONG AS THE PRODUCT 15 NOT DAMAGED OR ALTERED IN ANY WAY AND IS INSTALLED IN A WORKMANUKE MANNER AND ACCORDING TO 551 INSTALLATION INFORMATION. SSI JOISTS WILL BE DELIVERED TO THE JOBSITE IN BUNDLES BANDED TOGETHER FOR HANDUNG. TO AVOID DAMAGE, THEY SHOULD BE KEPT IN THESE BUNDLES UNTIL THEY ARE READY TO BE INSTALLED IN THE STRUCTURE NEVER HANDLE SSI JOISTS FLAT. KEEP IN AN UPRIGHT POSITION. STORAGE OF SSI JOISTS WHILE BEING STORED AT THE JOBSITE, KEEP S51 JOISTS IN AN UPRIGHT PO5111ON. THE BUNDLES SHOULD BE SUPPORTED ON LEVEL STICKERS TO KEEP THE 551 JOISTS OUT OF THE MUD AND DIRT. STACKING OF BUNDLES IS PERMITTED IF AN ADEQUATE NUMBER OF STICKERS IS PROVIDED TO PREVENT DAMAGE AND NORMAL SAFETY PRECAUTIONS ARE FOLLOWED. ALL GLUE USED IN SSI JOISTS IS WATER PROOF. 551 JOISTS SHOULD RECEIVE THE SAME PROTECTION FROM WEATHER GIVEN OTHER WOOD PRODUCTS. HOWEVER, LONG EXPOSURE TO WATER AND SUN WILL CAUSE SOME DETERIORATION AND CHECKING OF WOOD. 10TSSI JOIST NOTES • WEB STIFFENER IF PRESENT SEE DETAIL 5 SSI JOISTS 2 SIDED BLOCKING PANEL GENERAL NOTES: 1. ALL CLOUDED NOTES, DIMENSIONS, ETC. REQUIRED VERIFICATION AND MUST BE MARKED EITHER "OK" OR THE CORRECT INFORMATION PROVIDED. 2. PLEASE BE AWARE THAT ANY CLOUDED ITEMS NOT ACKNOWLEDGED WILL REQUIRE TELEPHONE CALLS TO RESPONSIBLE PARTIES AND MAY CAUSE A DELAY IN THE MANUFACTURE OF' YOUR ORDER. 3. PLEASE VERIFY THAT ALL INFORMATION PROVIDED HEREWITH REFLECTS THE LATEST AVAILABLE PROJECT INFORMATION AND THAT ALL SSI JOISTS LENGTHS CORRESPOND WITH ACTUAL FIELD DIMENSIONS. 4. SST DETAILS SHOW MINIMUM NAIUNG ALLOWED. REFER TO PROJECT PLANS FOR MORE STRINGENT NAIUNG REQUIREMENTS. 5. IN PREPARATION OF THESE SHOP DRAWINGS, STANDARD STRUCTURES NW HAS REUED UPON PLANS OR SPECIFICATIONS OR OTHER INFORMATION PREPARED BY REPRESENTATIVES OF OWNER AND CANNOT BE RESPONSIBLE IF THE INFORMATION FURNISHED TO STANDARD STRUCTURES NW IS ERRONEOUS. BUYER OR HIS AGENT, SHALL APPROVE THESE SHOP DRAWING FOR DIMENSIONS, QUANTITIES, SPECIFICATIONS AND DETAILS. 6. S51 JOIST ARE IN ACCORDANCE WITH THE CURRENT ADOPTED EDITION OF THE IBC, CSC, AND NATIONAL DESIGN SPECIFICATION, AND CONFORM TO ICC -ES ESR -1991. SSI JOIST ARE MANUFACTURED BY STANDARD STRUCTURES INC. WINDSOR, CALIFORNIA, USA. ASSEMBLY F-1 Q PLYWOOD OR APA STRUCTURAL PANEL 0 SSI JOIST C) TWO LAYERS 5/8 -INCH TYPE X GYPSUM WALLBOARD y _ LENGTH, SEE NOTE 2. NGTES: 1. ATTACH SSI BLOCKING PANELS TO SUPPORT BELOW THROUGH BOTTOM CHORD WITH 8d NAILS 0 12" oc EACH SIDE. SEE STRUCTURAL DRAWING FOR OTHER REQUIREMENTS. 2. A RECOMMENDED 1/16-INCH MINIMUM TOTAL CLEARANCE BMIM SSI JOISTS CHORDS. 3. BLOCKING PANELS NOT SHOWN FOR CLARITY. 4, ATTACH SSI JOISTS TO BEARING SUPPORT BELOW WITH 1 -10d EACH SIDE 1 1/2" MINIMUM FROM EDGE OF 4015T). SEE STRUCTURAL DRAWINGS FOR OTHER REQUIREMENTS. (USED AT BEARING CONDITIONS, UNO) N.T.S. LEGEND 1. ABBREVIATIONS SEE PROJECT PLANS FOR OTHER ABBREVIATIONS AND SYMBOLS USED. SSI DETAIL (ON SHOP DRAWINGS) - PROJECT PLAN DETAIL (PER PLANS) START SSI JOIST LAYOUT 0 o/c SPACING DIRECTION OF ROOF SLOPE FMBO = FRAMING MA1ERIAL BY OTHERS VIF = VERIFY IN FIELD NIC = NOT IN CONTRACT UNO = UNLESS NOTED OTHERWISE FSML = FIRE SPRINKLER MAIN LINE L.BS = POUNDS PSF = POUNDS PER SQUARE FOOT PLF = POUNDS PER LINEAL FOOT MFR. = MANUFACTURER > = GREATER THAN (< = LESS THAN) o /c, O.C. = ON CENTER [SPACING] BOM = BILL(S) OF MATERIAL (8 1/2 x 11 SHEETS) DBL = DOUBLE MEMBER (TPL = TRIPLE MEMBER) 551 JOIST EXAMPLE: 0" SSI 3 2 M X 3/8" MINIMUM, 1/2" MAXIMUM INHERE THE SSI :GIST HANG S ARE SUPPOR `TREATED PLATE USE GALVANIZED NAILS. JOIST NAIUNG CHART JOIST EDGE friQ7 1 REINFORCEMENT REQUIRED CONTACTS TECHNICAL SALES REPRESENTATIVE ERIC GENTRY (928)-814-9363 FAX (928) -522- -0013 e.ilrlil: ericCpcsbios.com -SHOP ATTACHED REINFORCEMENT (R CHORD) TOP CHORD WEB CHORD OT BOTTOM SSI JOIST REINFORCED EXAMPLE: 16" SSI 4 3 M X R 0 GRADE OF FLANGE THICKNESS OF OSB WEB: Me = F11 (SPECIFIC GRAVITY .48) M F8 (SPECIFIC GRAVITY .50) MXH = F2 (SPECIFIC GRAVITY M /Me 3/8" MX /MXH *" 1/2" BEAM NAIUNG CHART FACE isDO NOT CUT, DRILL OR NOTCH CHORDS ■DO NOT OVER CUT SQUARE HOLES IN WEB PROJECT MANAGER TOM TAYLOR FAX (951)-304-2052 email: tomt@pCsbios.com w I- a u c).( < > N • 0 1 h i I-- I- 0 (qo a) (4 (i) chE w C N LI N < . ce EX mow.® Q O 2 Z d er z 0 Ci N g H O Q W i I X Et re CI N- In ` 11v /E DEC 12 2007 PERMIT GENII 2 C 2 Ck C La c 5 Ili EBB 01 PROJECT NOTES 1, FOR TYPICAL SSW TRUSS NOTES, DETAILS AND ABBREVIATIONS, SEE SSW DETAIL SHEET (1) 2. FOR TYPICAL SSI JOIST NOTES, DETAILS AND ABBREVIATIONS, SEE SSI DETAIL SHEET (2) 3 SEE BILL OF MATERIALS FOR ITEMS STANDARD STRUCTURES SW WILL BE SUPPLYING. 4. FOR NOTES, DETAILS, AND DIMENSIONS NOT ON THESE SHOP DRAWINGS, REFER TO PROJECT PLANS. SHOP DRAWINGS ARE FOR THE PLACEMENT OF 551 PRODUCT ONLY. 5. ALL 2X, 4X, 6X ETC FRAMING TO BE SUPPLIED BY OTHERS, UNO, (FMBO). 6. TEMPORARY CONSTRUCTION LOADS WHICH CAUSE STRESSES BEYOND DESIGN CRITERIA ARE NOT PERMITTED. 7. METAL STRAPS AND 77ES USED FOR SEISMIC PURPOSES THAT ARE NAILED INTO SSl & SSW CHORDS THAT DO NOT HAVE "R" CHORD ARE TO HAVE NAIL SPACING NO LESS THAN 3" 0.C. IN A ROW USING 10d NAILS. 8. SSW & SSI'S ARE NOT DESIGNED TO SUPPORT ANY FIRE SPRINKLER AND OR MECHANICAL LOADS OTHER THAN WHAT IS SHOWN ON THESE SHOP DRAWINGS, AND OR WHAT HAS BEEN PROVIDED IN THE DESIGN DEAD LOAD(S). 9. --(CLEAR SPAN DENOTES: I.F.O. SUPPORT • TO I.F.O. SUPPORT. 1 D, THE PLACEMENT OF THE MECHANICAL UNITS AND SPRINKLER MAINS ARE TO BE AS NOTED ON THESE SHOP DRAWINGS. 774E SUPPORTING SSW & SSI'S HAVE BEEN SPECIFICALLY DESIGNED TO ACCOMMODATE THESE ITEMS. ALL COMPONENTS TRANSFERRING LOADS TO THE SSW & SSI'S SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH THE DETAILS CONTAINED WITHIN THESE DRAWINGS. 7�c 11. MITER CUT SSI JOISTS IN FIELD AS REQUIRED TO PROVIDE FULL BEARING N 0 I L .' 12. ALL CLOUDED NOTES, DIMENSIONS, ETC REQUIRE VERIFICATION AND MUST BE MARKED EITHER "OK" OR THE CORRECT INFORMATION PROVIDED. 4x6 BLKG. 2x6 STUDWALL SSI JOIST HBK: 08-03-07 (SS -SW) 5 1/2" REF. 28/S5 & 8 /S6 WEB STIFFENS SSI JOIST HANGER REF. 17/55 NTS . --( CLEAR SPAN ) SHEATHING SSW TRUSS NTS BLKG. BY OTHERS ' CCLEAR SPAN ' 2x8 CONT. TIE / \ / �\ /` REF. 27/56 \ 4x6 BLKG. SSW STEEL BEAM W /3x NAILER PER PLAN NTS SSW 2x BLOCKING (BY OTHERS) 2x6 CONT. STUD WALL REF. 14/55 SSW TRUSS STEEL BEAM W/ 3x NAILER 55I -JOIST PLACE SHOP PAINTED END OF SSW— TRUSS TO WA RD S GRID "B" TYP. U. N. 0. NTS ----- - ( CLEAR SPAN}- EBB01 STEEL BEAM PER PLAN REF. 8/55 REF. 3/55 O 0 co 2x6 BY OTHERS BRACE AT MIDSPAN 4x6 BLKG OTHERS NTS NTS TRANSFER BLKG. SSW TRUSS 11" 11" -0 1/2 0 F.O.W. 23' -5" 2 x 6 STUD WALL (5 1/2" NET) TYP. 4' -5 OF STEEL BEAM a 89' -9" 24'- -7 1/2" 89' -9" G OF STEEL BEAM LTB BY OTHERS EZI 2x BLKG BY OTHERS SSW TRUSS REF. 12/56 RJ01 11 7 8" SSI32M F.O.W. F.O.W. F.O.W. F.O.W. RJ01 11 7 8" SSI32M B07 [JR G -- 5 Q . PRossoie ...r f# 315. . W.24 X 76 * RJO21 CUT OFFS I J I 213 -6 7/8 OF STEEL BEAM 1 3/4" 14' -7 1/4" NTS M 07% x7q EBB01 Q \/\ • 2 3/4" 1 /41 MSC 5 B PRODUCT PLACEMENT PLAN REF SHT: S3 2 ROOF PLAN SCALE 1 8 =1 -0 SSW TRUSS 55I- -JOIST WEB STIFFENER SSI JOIST HANGER REF. 7/S6 35 PSF DESIGN CRITERIA SNOW LOAD DEAD LOAD TOTAL LOAD SNOW DRIFT NTS ROOF LOAD 25 20 0 PSF O' -O" i I • NOTE PLACE SHOP PAINTED END OF RSW11, 12, 13, • 14 TOWARDS GRID "3" MSC BEAM PER PLAN PSF PSF PSF 45 DESIGN DEFLECTION: LL < L/360 TL , < L/240 1 1 5% LOAD DURATION AMINNommilmulliloginnt 2003 INTERNATIONAL BUILDING CODE UNDO NOT CUT, DRILL OR NOTCH CHORDS IN DO NOT CUT, DRILL OR NOTCH CHORDS u DO NOT OVER CUT SQUARE HOLES IN WEB CONTRACTOR NOTE: z MECHANICAL UNITS MUST BE SUPPORTED BY A MINIMUM OF TWO TRUSSES. '' ALL DUCTWORK AND PIPING SHALL BE BETWEEN REGULARLY SPACED TRUSSES. z 0 P 0 (I) z o CZ La as 0 N trI ( 7 ) R I-- D I V) 0 m z 0 in I— CC Q U !' 0 O _ cn w E 0 w w U z LU T 0 c3 0 N N N 11.1 0 z w < ON z w U) z 0 U) z 0 w 0 n. w CL 0 0 I a) N 0 .<1 a m C L Z W a z I PERMIT . CENTER PROJECT NO. 5803 SHEET NO. 3 OF 3 THESE SHOP DRAWINGS WERE PREPARED ACCORDING TO: SHEETS DATE A ARCHITECTURAL DRAWINGS A1.1 THRU Al2.2 O8a- 20-07 A\ STRUCTURAL DRAWINGS S1 THRU S8 08 -20 -07 EL MECHANICAL DRAWINGS M1.0 THRU M5.0 08-20-07 FIRE SPRINKLER DRAWINGS NOT PROVIDED r ' EBB 01 PROJECT NOTES 1, FOR TYPICAL SSW TRUSS NOTES, DETAILS AND ABBREVIATIONS, SEE SSW DETAIL SHEET (1) 2. FOR TYPICAL SSI JOIST NOTES, DETAILS AND ABBREVIATIONS, SEE SSI DETAIL SHEET (2) 3 SEE BILL OF MATERIALS FOR ITEMS STANDARD STRUCTURES SW WILL BE SUPPLYING. 4. FOR NOTES, DETAILS, AND DIMENSIONS NOT ON THESE SHOP DRAWINGS, REFER TO PROJECT PLANS. SHOP DRAWINGS ARE FOR THE PLACEMENT OF 551 PRODUCT ONLY. 5. ALL 2X, 4X, 6X ETC FRAMING TO BE SUPPLIED BY OTHERS, UNO, (FMBO). 6. TEMPORARY CONSTRUCTION LOADS WHICH CAUSE STRESSES BEYOND DESIGN CRITERIA ARE NOT PERMITTED. 7. METAL STRAPS AND 77ES USED FOR SEISMIC PURPOSES THAT ARE NAILED INTO SSl & SSW CHORDS THAT DO NOT HAVE "R" CHORD ARE TO HAVE NAIL SPACING NO LESS THAN 3" 0.C. IN A ROW USING 10d NAILS. 8. SSW & SSI'S ARE NOT DESIGNED TO SUPPORT ANY FIRE SPRINKLER AND OR MECHANICAL LOADS OTHER THAN WHAT IS SHOWN ON THESE SHOP DRAWINGS, AND OR WHAT HAS BEEN PROVIDED IN THE DESIGN DEAD LOAD(S). 9. --(CLEAR SPAN DENOTES: I.F.O. SUPPORT • TO I.F.O. SUPPORT. 1 D, THE PLACEMENT OF THE MECHANICAL UNITS AND SPRINKLER MAINS ARE TO BE AS NOTED ON THESE SHOP DRAWINGS. 774E SUPPORTING SSW & SSI'S HAVE BEEN SPECIFICALLY DESIGNED TO ACCOMMODATE THESE ITEMS. ALL COMPONENTS TRANSFERRING LOADS TO THE SSW & SSI'S SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH THE DETAILS CONTAINED WITHIN THESE DRAWINGS. 7�c 11. MITER CUT SSI JOISTS IN FIELD AS REQUIRED TO PROVIDE FULL BEARING N 0 I L .' 12. ALL CLOUDED NOTES, DIMENSIONS, ETC REQUIRE VERIFICATION AND MUST BE MARKED EITHER "OK" OR THE CORRECT INFORMATION PROVIDED. 4x6 BLKG. 2x6 STUDWALL SSI JOIST HBK: 08-03-07 (SS -SW) 5 1/2" REF. 28/S5 & 8 /S6 WEB STIFFENS SSI JOIST HANGER REF. 17/55 NTS . --( CLEAR SPAN ) SHEATHING SSW TRUSS NTS BLKG. BY OTHERS ' CCLEAR SPAN ' 2x8 CONT. TIE / \ / �\ /` REF. 27/56 \ 4x6 BLKG. SSW STEEL BEAM W /3x NAILER PER PLAN NTS SSW 2x BLOCKING (BY OTHERS) 2x6 CONT. STUD WALL REF. 14/55 SSW TRUSS STEEL BEAM W/ 3x NAILER 55I -JOIST PLACE SHOP PAINTED END OF SSW— TRUSS TO WA RD S GRID "B" TYP. U. N. 0. NTS ----- - ( CLEAR SPAN}- EBB01 STEEL BEAM PER PLAN REF. 8/55 REF. 3/55 O 0 co 2x6 BY OTHERS BRACE AT MIDSPAN 4x6 BLKG OTHERS NTS NTS TRANSFER BLKG. SSW TRUSS 11" 11" -0 1/2 0 F.O.W. 23' -5" 2 x 6 STUD WALL (5 1/2" NET) TYP. 4' -5 OF STEEL BEAM a 89' -9" 24'- -7 1/2" 89' -9" G OF STEEL BEAM LTB BY OTHERS EZI 2x BLKG BY OTHERS SSW TRUSS REF. 12/56 RJ01 11 7 8" SSI32M F.O.W. F.O.W. F.O.W. F.O.W. RJ01 11 7 8" SSI32M B07 [JR G -- 5 Q . PRossoie ...r f# 315. . W.24 X 76 * RJO21 CUT OFFS I J I 213 -6 7/8 OF STEEL BEAM 1 3/4" 14' -7 1/4" NTS M 07% x7q EBB01 Q \/\ • 2 3/4" 1 /41 MSC 5 B PRODUCT PLACEMENT PLAN REF SHT: S3 2 ROOF PLAN SCALE 1 8 =1 -0 SSW TRUSS 55I- -JOIST WEB STIFFENER SSI JOIST HANGER REF. 7/S6 35 PSF DESIGN CRITERIA SNOW LOAD DEAD LOAD TOTAL LOAD SNOW DRIFT NTS ROOF LOAD 25 20 0 PSF O' -O" i I • NOTE PLACE SHOP PAINTED END OF RSW11, 12, 13, • 14 TOWARDS GRID "3" MSC BEAM PER PLAN PSF PSF PSF 45 DESIGN DEFLECTION: LL < L/360 TL , < L/240 1 1 5% LOAD DURATION AMINNommilmulliloginnt 2003 INTERNATIONAL BUILDING CODE UNDO NOT CUT, DRILL OR NOTCH CHORDS IN DO NOT CUT, DRILL OR NOTCH CHORDS u DO NOT OVER CUT SQUARE HOLES IN WEB CONTRACTOR NOTE: z MECHANICAL UNITS MUST BE SUPPORTED BY A MINIMUM OF TWO TRUSSES. '' ALL DUCTWORK AND PIPING SHALL BE BETWEEN REGULARLY SPACED TRUSSES. z 0 P 0 (I) z o CZ La as 0 N trI ( 7 ) R I-- D I V) 0 m z 0 in I— CC Q U !' 0 O _ cn w E 0 w w U z LU T 0 c3 0 N N N 11.1 0 z w < ON z w U) z 0 U) z 0 w 0 n. w CL 0 0 I a) N 0 .<1 a m C L Z W a z I PERMIT . CENTER PROJECT NO. 5803 SHEET NO. 3 OF 3 RUN 2" CONDUIT OVERHEAD FROM FILL STATION P TO 6" PULL » +X TANK LOC ON. FOR PULLBOX INFI' DETAIL "A" THIS S 1" CONDUIT FROM 6" PULL BOX RUN BEST WAY TO 6" PULLBOX IN SERVICE COUNTER. VERIFY EXACT LOCATION. u PROVIDE (1) 1" CONDUIT IN A 6 "x6" PULLBOX RUN UP THRU WALL TO ATTIC SPACE FOR CURB SERVICE MONITOR. SEE DETAIL "A ". 1" CONDUIT FROM 6" PULL BOX RUN BEST WAY TO 6" PULLBOX IN CURB SERVICE AREA. VERIFY EXACT LOCATION. PROVIDE 6" 6" PULLBOX FOR REMOTE CO2 FILL STATION BY FSEC LOCA IN EXTERIOR WALL W /IN 355' OF PARKING/TRUCK ACCESS. NOTE! WITH ARCHITECT. PROVIDE 36" x 72" PAD FOR TWO SIDE-BY-SIDE ICE MACHINE REMOTE COMPRESSORS ON ROOF DECK. 20 FEET AB FINISHED FLOOR. COORDINATE XACT LOCATION WITH ARCHI ECT. SEE EQUIPMENT CfJT- -SHEET SPECIFICATION BOOK FOR ADD'L. IMFORMATION / REQUIREMENTS. REMOTE REFRIGERATION ' RACK ON ROOF DECK 20 FEET ABO FINISHED FLOOR. COOR INATE EXACT LOCATION WI ARCHITECT. SEE SHEET 6.1 FOR RACK IMFORMATION REQUIREMENTS. BEER SYSTEM INSTi4LLER TO LOCATE FOB'S & BEER PUMP/ REGULATORp BTW'N +40" TO THE TOP EDGE 28" TO BOTTOM EDGE ABOVE FINISHED FLOOR. PROVIDE (1) 1" CONDUIT IN A 6 "x6" PULLBOX RUN UP THRU WALL TO ATTIC SPACE FOR CURB SERVICE MONITOR. SEE DEEAIL "A ". COORDINATE EXACT LOCATION WITH ARCHITECT. H.6 NOTE: ALL CONDUIT RUNS SHOWN bN PLAN ARE SCHEMATIC. G.C. HALL COORDINATE RUNS WITH RCHITECT AND ENGINEER TO OMPLY WITH ALL SITE CONDITIONS, TRUCTURAL REQUIREMENTS, AND LL APPLICABLE STATE AND LOCAL CODES. SEE CONDUIT AND EFRIGERATION NOTES, THIS SHEET. REFRIGERATIO\ SYMBOLS 9.8 t CEILING CONDUIT STUB. CEILING PENETRATION BY BEER, SODA, OR REFRIG.CONT'R. AS APPLIES. UNDERGROUND CONDUIT RUN PER NOTES OVERHEAD CONDUIT RUN PER NOTES o CONDUIT Sf1B -UP — — PULLBOX IN WALL WITH CONDUIT STUB -UP ]oE TWO -SIDED PULLBOX WITH CONDUIT -'` FINAL CONNECTION REFRIG, DRINK SYS. OR BEER SYS. .INES RUN BY OTHERS. REMOTE REI RIGERATION SYSTEM SEE SHEET -6.2 D D 15 CO\ 3JI DETAIL NOTE: ALL DIMENSIONS ARE FROM FINISH SURFACES 24" MIN. RADIUS BEND — -. TAI L FINISHED CEILING ETAIL CONDUIT THRU ROOF TO PITCH POCKET C© REFRIG. RACK PLATFORM SEE SHEET F6.1 FOR ADO_ DETAILS & NOTES 24" MINIMUM RADIUS BENDS L.i., 4, —J LU W a. * 12 "x12" PULLBOX AS REQUIRED * -- (z PLA ATTIC SPACE SEE DETAIL "C" FINISH CEILING CONDUIT IN WALL AS SPECIFIED FINISH WALL PULLBOX AS PER PLAN r FINISHED FLOOR HEIGHT PER PLAN FINISHED FLOOR HEIGHT PER PLAN CONDUIT AS SPECIFIED OT S ROOF (SEE NOTE 5) INSULATED REFRIG. LINES RUN IN ATTIC IN TRAPEZE BEST WAY BY F.S.E.C. CONTRACTOR (IF INDICATED ON PLAN) CONDUIT BEST WAY TO RACK W/24" MIN. RADIUS BENDS. CONDUIT * MAY NOT HAVE MORE THAN 2 BENDS OR TRAVEL MORE THAN 45 FT. WITHOUT A 12 "x12" PULLBOX * <---SEE DETAIL "A" FOR CONTINUATION 0 PROVIDE (1) 3" CONDUIT IN A 6" x 6" PULLBOX RUN UP THRU WALL TO ATTIC SPACE FOR REFRIGERATION SYSTEM OR CO2 LINES. SEE DETAIL "A ". 0 PROVIDE (2) 3" CONDUIT IN A 12" x 12" PULLBOX RUN UP ThRU WALL TO ATTIC SPACE FOR REFRIGERATION SYSTEM.SEE DETAIL "A ". • PROVIDE (2) 4" CONDUIT IN A 18" x 18" PULLBOX RUN UP THRU WALL TO ATTIC SPACE FOR REFRIGERATION OR CO2 LINES. SEE DETAIL "A ". 0 PROVIDE (1) 4" CONDUIT IN A 12" x 12" PULLBOX RUN UP THRU WALL TO ATTIC SPACE FOR REFRIGERATION SYSTEM OR CO2 LINES. SEE DETAIL "A ". • INSULATED REFRIGERATION LINES RUN THRU ATTIC SPACE AND UP THRU CHASE TO COMPRESSOR RACK. 3" CONDUIT RUN UNDER FLOOR FROM PULLBOX TO LOCATION SHOWN. PROVIDE A MINIMUM 24" RADIUS BEND IN CONDUIT. NO FACTORY "L'S" PERMII TED. SEE DETAIL "A ". 0 4" CONDUIT RUN UNDER FLOOR FOR SODA SYSTEM. PROVIDE A MINIMUM 24" RADIUS BEND IN CONDUIT. NO FACTORY "L'S ". SEE DETAIL "B ". T 6" CONDUIT RUN UNDERGROUND W/ 24" MIN. RAD. BENDS. FOR BEER SYS. NO FACTORY 45'S OR "L'S ". SEE DETAILS "A ", " C 0 DROP REFRIGERATION LINES DOWN FROM CEILING AT THIS LOCATION. ACCESS THRU CEILINGS PROVIDED BY REFRIGERATION CONT'R. 1 Q PROVIDE A VERTICAL, UNOBSTRUCTED CHASE, FOR REFRIGERATION LINES, THRU WALL UP TO ROOF TOP. CHASE TO BE AS STRAIGHT AS POSSIBLE AND HAVE A REMOVABLE ACCESS PANEL AT ANY BEND. 11 CO2 INES RUN BEST WAY IN ATTIC BY BEER SYSTEM CONTRACTOR FROM CO2 TANK TO BEER SYSTEM POWER PACK & KEG RACK. 12 PROVIDE 2" CONDUIT IN A 6 "x6" PULLBOX RUN UP THROUGH WALL AND INTO A111C FOR CO2 LINES BY BEER SYSTEM CONTRACTOR FROM SODA SYSTEM CO2 TANK TO BEER SYSTEM RACK IN WALK -IN COOLER INSULATED REFRIGERATION LINES RUN THROUGH ATTIC SPACE TO ICE MACHINE COMPRESSOR. VERIFY EXACT LOCATION W/ ARCHITECT. 14 4" CONDUIT RUN OVERHEAD W/ 24" MIN RAD BENDS. I I • • . I & R IS LOCATION. L . =FRIGERATIO\ \OT 1. ALL REFRIGERATION OUTLETS AND CONNECTIONS SHOWN ON THIS PLAN ARE FOR FIXTURES AND EQUIPMENT SHOWN ON F.S.E.C. EQUIPMENT PLAN ONLY. FOR ADDITIONAL BUILDING ELECTRICAL REQUIREMENTS, SEE ARCHITECT, GENERAL CONTRACTOR OR OWNER. ALL DIMENSIONS ARE GIVEN FROM FROM FINISHED WALL AND /OR CENTER LINE OF COLUMNS TO CENTER LINE OF OUTLET, OR FROM CENTER LINE OF OUTLET TO CENTER LINE OF OUTLET, UNLESS OTHERWISE NOTED. ALL OUTLETS NOTED AT +12 ", +24 ", ETC., TO STUB OUT OF WALL AT HEIGHT GIVEN. HEIGHT OF OUTLET IS GIVEN FROM OUTLET. OUTLETS NOTED "STUB UP" OR "STUB OUT" OF FINISHED FLOOR AT LOCQATION SHOWN ARE TO STUB UP A MAXIMUM OF 4" ABOVE FINISHED FLOOR OR TOP OF CURB, UNLESS OTHERWISE NOTED. CONTRACTOR TO VERIFY ALL DIMENSIONS AT JOB SITE. ELECTRICAL CONTRACTOR TO PROVIDE AND INSTALL REFRIGERATION CONDUIT LINES FROM COMPRESSOR AREA TO PULL BOXES OR "STUB UPS" AS INDICATED ON REFRIGERATION & CONDUIT PLAN. CONDUIT TO BE ROUND TRANSITE, METALIC OR P.V.C., DIAMETER AS INDICATED, WITH MINIMUM BENDING RADIUS OF 24" AND NO FACTORY "L'S" PERMITTED. ALL UNDERGROUND CONDUITS TO BE RUN AS DIRECT AS POSSIBLE TO INSURE THE SHORTEST RUN POSSIBLE. WHERE P.V.C. IS NOT ACCEPTABLE PER CODE, THE GENERAL CONTRACTOR SHALL USE APPROVED RIGID CONDUIT OF SAME DIAMETER. MO7 (0 cz$ u HEALTH SUBMITTAL AGENCY SUBMITTAL BID SET AGENCY RESUBMHT ADDENDUM 1 CONSTRUCTION SET REVISIONS RECEIVED DEC 12 2007 PERMIT CENTER Drawing Title REFRIGERATION& CONDUIT PLAN ✓ cry— r- ,. rn >", c-a L.T. 4 , r cct • • rn • r C cin CD L Lc)